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Home My WebLink AboutPermit D19-0278 - AMAZON - STORAGE RACKSAMAZON 18323 ANDOVER PARK W D19-0278 Parcel No: Address: �~^�«x m�� Tukwila ~�U~� v�o n ��n�w�Uxa of Department —_--^ Community Development 63VOSputhcenterBoulevard, Suite #1DO Tukwila, Washington 9818W Phone: 206-431'3670 Inspection Request Line: 206'438'9350 Web site; h"p;//www.TukwilaWA.gov 3523049018 Project Name: AMAZON DEVELOPMENT PERMIT Permit Number: D19-0278 Issue Date: Permit Expires On: 9/23/Z0l9 3/21/2020 Owner: Address: CA, Contact Person: Name: ADR|ENNEL0PEZ Contractor: Name: MxUDSusN Lu: License No: MAUDSL*963NR Lender: Name: PRIME NOW LLC Address: l83Z3ANDUVERPARK vV'TVKVV|WA, WA, 98188 Phone: (916)220-8585 Expiration Date: 8/18/2020 DESCRIPTION OFWORK: INSTALL INTERIOR STORAGE RACKS Project Valuation: $500000%0 Type ofFire Protection: Sprinklers: NO Fire Alarm: NO Type o/Construction: VB Electrical Service Provided by: Fees Collected: $8,541J1 Occupancy per IBC: 5-1 Water District: Sewer District: Current Codes adopted bythe City pfTukwila: International Building Code Edition: international Residential Code Edition: International Mechanical Code Edition: Uniform Plumbing Code Edition: International Fuel Gas Code: 2015 2015 2015 2015 2015 National Electrical Code: WA Cities Electrical Code: VVAC29G'40D: WA State Energy Code: 2017 2017 2017 2015 Public Works Activities: [hanne|izatiun/SUipin&: Curb Cut/Access/Sidewalk: Fire Loop Hydrant: Flood Control Zone: Hau|in8/OveobeLoad: Land Altering: Landscape Irrigation: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Water Meter: Permit Center Authorized Signatu Volumes: Cut: O Fill: U Number: O q |hearbyoerdfythat|have,eadandexoninedthispermitandknmwthesametobetrueandcorrec . All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provisions of any other state nrlocal laws regulating construction orthe performance ofwork. |amauthorized 10sign and obtain this development permit and agree to theponditions attached to this permit. Signature: Print Name: `/ < 17/101-t � Da This permit shall become null and void if the work is not commenced within 180 days for the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. PERMIT CONDITIONS: 1: 'BUILDING PERMIT CONDOOONS°* Z: Work shall be installed in accordance with the approved construction documents, and any changes made during construction that are not inaccordance with the approved construction docvments shall be resubmitted for approval. 3: All permits, inspection record card and approved construction documents shall bekept ptthe site nfwork and shall be open to inspection by the Building Inspector until final inspection approval is granted. 4: When special inspection is required, either the owner or the registered design professional in responsible charge, shall employ aspecial inspection agency and notify the Building Official oftheappointmentphorto the first building inspection. The special inspector shall furnish inspection reports to the Building Official in atimely manner. S: A final report documenting required special inspections and correction of any discrepancies noted in the inspections shall bpsubmitted tothe Building Official. The final inspection report shall beprepared bythe approved specia] inspection agency and shall be submitted to the Building Officialphcr toand nsa condition nffinal inspection approval. 6: All construction shall be done in conformance with the Washington State Building Code and the Washington State Energy Code. 7: All rack storage requires a separate permit issued through the City of Tukwila Permit Center. Rack storage over 8-feet in height shall be anchored or braced to prevent overturning or displacement during seismic events. The design and calculations for the anchorage nrbracing shall beprepared byaregistered professional engineer licensed inthe State ofWashington. Periodic special inspection isrequired during anchorage ofstorage racks 8feet orgreater inheight. 8: There shall benooccupancy ofvbuilding until final inspection has been completed and approved by Tukwila building inspector. No exception, 9: All electrical work shall be inspected and approved under a separate permit issued by the City of Tukwila Permit Center. 10: VALIDITY OF PERMIT: The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinances of the City of Tukwila. Permits presuming to give authority to violate or cancel the provisions of the code or other ordinances of the City of Tukwila shall not be valid. The issuance of a permit based on construction documents and other data shall not prevent the Building Official from requiring the correction of errors in the construction documents and other data, 11: Portable fire extinguishers, not housed in cabinets, shall be installed on the hangers or brackets supplied. Hangers or brackets shall be securely anchored to the mounting surface in accordance with the manufacturer's installation instructions. Portable fire extinguishers having a gross weight not exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 5 feet (1524 mm) above the floor. Hand- held portable fire extinguishers having a gross weight exceeding 40 pounds (18 kg) shall be installed so that its top is not more than 3,5 feet (1067 mm) above the floor. The clearance between the floor and the bottom of the installed hand-held extinguishers shall not be less than 4 inches (102 mm). (IFC 906.7 and IFC 906.9) 12: Extinguishers shall be located in conspicuous locations where they will be readily accessible and immediately available for use. These locations shall be along normal paths of travel, unless the fire code official determines that the hazard posed indicates the need for placement away from normal paths of travel. (IFC 906.5) 13: Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. Every six years stored pressure extinguishers shall be emptied and subjected to the applicable recharge procedures. If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 7.2, 7.3) 14: The total number of fire extinguishers required for an ordinary hazard occupancy with Class A fire hazards is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher(s) should be of the "All Purpose" (3A, 40B:C) dry chemical type. Travel distance to any fire extinguisher must be 75' or less. (IFC 906.3) (NFPA 10, 5.4) 15: Maintain fire extinguisher coverage throughout. 17: Sprinklers shall be installed under fixed obstructions over 4 feet (1.2 m) wide. (NFPA 13-8.6.5.3.3) 16: All new sprinkler systems and all modifications to existing sprinkler systems shall have -fire department review and approval of drawings prior to installation or modification, New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of Factory Mutual or any fire protection engineer licensed by the State of Washington and approved by the Fire Marshal prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance No. 2436), 19: All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #2437) (IFC 901.2) 20: Maintain fire alarm system audible/visual notification. Addition/relocation of walls or partitions may require relocation and/or addition of audible/visual notification devices. (City Ordinance #2437) 21: Clearance between ignition sources, such as light fixtures, heaters and flame -producing devices, and combustible materials shall be maintained in an approved manner. (IFC 305.1) 22: Storage shall be maintained 2 feet or more below the ceiling in nonsprinklered areas of buildings or a minimum of 18 inches below sprinkler head deflectors in sprinklered areas of buildings. (IFC 315.3,1) 23: Flue spaces shall be provided in accordance with International Fire Code Table 3208.3. Required flue spaces shall be maintained. 18: Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (City Ordinances #2436 and #2437) 24: Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. fralmik 25: These plans were reviewed by Inspector 511, If you have any questions, please call Tukwila Fire Prevention Bureau at (206)575-4407. PERMIT INSPECTIONS REQUIRED Permit Inspection Line: (206) 438-9350 1700 BUILDING FINAL** 0611 EMERGENCY LIGHTING 1400 FIRE FINAL 4046 51-EPDXY/EXP CONC CITY OF TUKWILA Community Development Department Public Works Department Permit Center 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 http://www.TukwilaWA.gov Building Permit No. bo- 027 6 Project No. Date Application Accepted: t}7.2a---1 Date Application Expires: 3----4)-1-4?-0 (For office use only) CONSTRUCTION PERMIT APPLICATION Applications and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail. **Please Print** SITE INFORMATION King Co Assessor's Tax No.: Site Address: 18323 Andover Park W. Bldg 6 Tukwila WA 98188 Suite Number: Floor: Tenant Name: Prime Now, LLC (UWA5) New Tenant: D.Yes „No PROPERTY OWNER Name: LIT Industrial Limited Partnership Address: 214 647 4906 City: State: Zip: CONTACT PERSON — person receiving all project communication Name: Adrienne Lopez Address: 1130 East Cypress State: City: Covina CA Zip: 91724 Phone: 916 220 8585 Email: adrienneP,seizrnicinc.corn DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE Name: Sal Fateen / Seizmic Inc Address: 1130 East Cypress City: Covina State: CA Zip: 91724 Phone: 916 220 8585 Email: suhmittalservicesAseizmicinc.com GENERAL CONTRACTOR INFORMATION Company Name: TBD Address: City: State: Zip: Phone: St Contr Reg No.: Exp Date: Tukwila Business License No.: ‘101Pcrrnit Center (RoenglleMpplicatioris\ Word\ Construction Pernik Application Revised 6-2019.docx Revised: June 2019 ARCHITECT OF RECORD Company Name: N/A Address: City: State: Zip: Phone: Email: ENGINEER OF RECORD Company Name: Seizmic Inc Address: 1130 East Cypress St City: State: Covina CA Zip: 91724 Phone: 916 220 8585 Email: submittalservices@seizmicinc.com LENDER — WHO IS FUNDING THE PROJECT (required for projects $5,000 or greater per RCW 19.27,095) Name: Prime Now LLC Address: 18323 Andover Park W. Bldg 6 State: City: Tukwila WA Zip: 98188 MONTHLY SERVICE BILLING -or- WATER METER REFUND/BILLING Name: Address: City: State: Zip: Phone: Page I of 3 BUILDING DIVISION INFORMATION — 20 31-3670 Valuation of Project (contractor's bid price): $ 500,000.00 Existing Building Valuation: $ Describe the scope of work (please provide detailed information): Installation of interior storage racks in an existing warehouse. Will there be new rack storage? .. Yes 0.. No if yes, a separate permit and plan submittal will be required. Provide All Building Areas in Square Footage Below , Existing Interior Remodel Addition to Existing Structure New Type of Construction per IBC Type of Occupancy per IBC 14 Floor 55445 25550 II-B S-1 2"d Floor 3"' Floor Floors thru Basement Accessory Structure* Garage 0 Attached 0 Detached Carport 0 Attached 0 Detached Covered Deck Uncovered Deck PLANNING DIVISION INFORMATION — 206-431-3670 Single family building footprint (area of the foundation of all structures, plus any decks over 18 inches and overhangs greater than 18 inches) *For an Accessory dwelling, provide the following: Lot Area (sq ft): Floor area of principal dwelling: Floor area of accessory dwelling: *Provide documentation that shows that the principal owner lives in one of the dwellings as his or her primary residence. Number of Parking Stalls Provided: Standard: Compact: Will there be a change in use? 0....... Yes Handicap: ... No If "yes", explain: FIRE PROTECTION/HAZARDOUS MATERIALS — 206-575-4407 0 Sprinklers 0 Automatic Fire Alarm vcir None 0 Other (sPecifY) Will there be storage or use of flammable, combustible or hazardous materials in the building? 0 ...-.. Yes If "yes', attach list of materials and storage locations on a separate 8-1/2" x 11" paper including quantities and Material Safely Data Sheets, PUBLIC WORKS INFO A ON — 20643340179 0 ...Permanent Water Meter Size (1) . " WO # (2) " WO # (3) " WO # 0 ...Temporary Water Meter Size (1). " WO # (2) " WO # (3) " WO # 0 ...Water Only Meter Size " WO # El Deduct Water Meter Size .. 0 —Water Main Extension Public 0 Private 0 0 ...Sewer Main Extension....„.......Public 0 Private 0 WAN -ma Ceram (RachelleMpplications Word‘Constntetion Permit Application Revised 6-2019.docx Revised: Ante 2019 Page 2 of 3 PERMIT APPLICATION NO I — Value of Construction — In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review — Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The Building Official may grant one or more extensions of time for additional periods not exceeding 90 days each. The extension shall be requested in writing and justifiable cause demonstrated. Section 105.3.2 International Building Code (current edition). I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. BUILDING 0 R AUT ORJZED GEN Signature: Date: 8/22/2019 Print Name: A ne Lopez Day Telephone- 916 220 8585 Mailing Address: 1130 East Cypress Covina CA 91724 City State Zip WARevolit Center (RacheRe)\Appliesdinns \ Word Wanstructicrn Permit Application Revised 6-2019.does Revised: June 2019 Page 3 of 3 Cash Register Receipt City of Tukwila DESCRIPTIONS ACCOUNT QUANTITY PermitTRAK PAID $5,285.32 D19-0278 Address: 18 23 ANDOVER PARK W Apn: 3523049018 $5,285.32 DEVELOPMENT $5,034.83 PERMIT FEE R000.322,100.00.00 0.00 $5,009.83 WASHINGTON STATE SURCHARGE 8640.237,114 0.00 $25.00 TECHNOLOGY FEE $250.49 TECHNOLOGY FEE TOTAL. FEES PAID BY RECEIPT: R18649 R000.322.900.04 00 0.00 $25049 $5,285.32 Date Paid: Monday, September 23, 2019 Paid By: SUPERIOR INSTALLATION Pay Method: CHECK 42371 Printed: Monday, September 23, 2019 2:10 PM 1 of 1 oriowysTEm5 Cash Register Receipt City of Tukwila DESCRIPTIONS I ACCOUNT QUANTITY PAID PermitTRAK $3,256.39 D19-0278 Address: 18323 ANDOVER PARK W Apn: 3523049018 3,256.39 DEVELOPMENT PLAN CHECK FEE 3,256.39 R000.345.830.00.00 0.00 $3,256.39 TOTAL FEES PAID BY RECEIPT: R18410 $3,256.39 Date Paid: Friday, August 23, 2019 Paid By: SUPERIOR INSTALLATION Pay Method: CHECK 42205 Printed: Friday, August 23, 2019 3:37 PM 1 of 1 YSTEMS INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter 8ivd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Projec • w �r'k2,l�}'Z� T e of Inspection: fie° s �Q /;*Mi Address: 4,14 Date Called: " U ,1g323 Special Instructions: :Date Wanted: I '" � + a.m. p.m. Requester: Phone No: Approved per applicable codes. Corrections required prior to approval. Date / REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit Inspection Request Line (206) 438-9350 Dig -o2'a S 'Prof ctw 'Type of Inspection: Address: 1 f ©ate Called: Special Instrut s: =abate Wanted: 1 3 a.rn. p.m. Requester• 'ALE Phone No: _ Z-06- 7 - q8'57 Approved per applicable codes. COMMENTS Corrections required prior to approval. nspector: REINSPECTION FEE REQUIRED. Prior to next inspection. fee must be paid at 6300 Southcenter Blvd.. Suite 100. Call to schedule reinspection. INSPECTION RECORD Retain a copy with permit PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila. WA 98188 (206) 431-3670 Permit inspection Request Line (206) 438-9350 Pro ect: Type of Ipection: 1 EM-XY dress: Date Called: �. Specan tructions: Date 1 anted: 0 a.m. Requester: Phone N A St 0 (7 , 5 proved per applicable codes. COMMENTS: rections required prior to approval. Inspector. Date, REINSPECTION FEE REQUIRED. Prior to next inspection.'tee must be paid at 6300 Southcenter Blvd.. Suite 100. CaU to schedule reinspection. AAR TESTING AND INSPECTION, INC. 7128 180th Avenue Northeast, Suite C101 Redmond, Washington 98052 (425) 881-5812 I 0 (425) 881-5441 I F www.aartesting.com December 23, 2019 AAR Project Number: 19-610 Building Official City of Tukwila Building Department 6300 Southcenter Blvd Tukwila, Washington 98188 SUBJECT: Final Report Amazon UWA5 18323 Andover Park West Tukwila Permit No. D19-0278 RECEIVED CITY OF TUKWILA DEC 2 3 2019 PERMIT CENTER This is to advise you that special inspections are completed on the above referenced project. The following inspections was required and copies of our inspection reports have been forwarded to you. Proprietary Anchors To the best of our knowledge all work inspected conformed to City of Tukwila approved plans, specifications, IBC and related codes and/or verbal or written instructions from the Engineer of Record. Sincerely, AAR TESTING AND INSPECTION, INC. Thanh Kieu Assistant Project Manager thanh©aartesting.com Teajalam (TJ) Gounden President tgounden©aartesting.com cc: Superior Installation, Logan Lechleitner, Ilechleitner@superiorinstallation.com .tif / 2.- 1 47Li6118`,8t...S!-) FIELD REPORT REPOR1:NO. 81031 AAR TESTING & INSPECTION, INC. 7126 180th Ave NE, C101 Redmond, WA 98052 (425) 881-5812 DATE PROJECT NO. 1 PROJECT NAME ¶L) 4ZO s, ADDRESS ` % e C,l CITY, STATE CONTRACTOR PERMIT NO. +tL A C)IL3 TIME WEATHER TYPE OF INSPECTION(S): LOCATION: DOCUMENTS REFERENCED; INSPECTION OBSERVATION / REMARKS: 2. ,fear' .2a AECEi , ILA OCT 2 9 2019. SIGNATURE PRINT NAME CE #TER CONFORMING CONFORMING WITH EXCEPTIONS PENDING ENGINEER APPROVAL NON -CONFORMING NON -CONFORMING PUNCH UST ATTACHED a ❑ ALL REPORTS ARE CONSIDERED CONFIDENTIAL AND ARE THE PROPERTY OF THE CLIENT AND AAR TESTING AND INSPECTION, INC, REPRODUCTION EXCEPT IN FULL WITHOUT THE WRITTEN CONSENT OF AAR TESTING IS STRICTLY FORBIDDEN. DAILY FIELD REPORT AAR TESTING AND INSPECTION, INC. 7126 180th Ave NE, Suite C101 Redmond, WA 98052 425-881-5812 CLIENT INFORMATION Contact Company Address City Contractor Kyle Westen Superior Installation Services 1230 Crowley Circle Carrollton, TX 75006 INSPECTION TYPE(S) Inspection Date 10/25/2019 Report Number MPT102519A PROJECT INFORMATION Project No. Project Name Address City Permit No. 19-610 Amazon UWA5 18323 Andover Park West Tukwila D19-0278 STRUCTURE(S) / LOCATION(S) J Proprietary Anchors - Mechanical Pallet racks in cooler and NE quadrant and remaining storage racks on this permit fl Proprietary Anchors - Dowels o Other Weather Temperature ("F) Start Time 08:02 AM End Time 08:59 AM DRAWINGS / DOCUMENTS REFERENCED 19-2063-A INSPECTION OBSERVATION / REMARKS Verified installation of Powers SD2 anchors, 0.375" x 3.75" with 2.375" embed, torqued to 20 ft/Ibs. All installed per ESR-2502. a Items inspected are in conformance with approved plans, specifications and jurisdictional requirements Michael Trow 10/25/2019 RECEIVED CITY OF TUKWILA OCT 28 2019 PERMIT CENTER Teajalam (TJ) Gounden 10/25/2019 1E9233FE-92 7F-403E-A9 7D-0E54310F833D DAILY FIELD REPORT AAR TESTING AND INSPECTION, INC. 7126 180th Ave NE, Suite C101 Redmond, WA 98052 425-881-5812 Michael Trow 10/25/2019 Inspection Date 10/25/2019 Report Number MPT102519A RECEk' CITY OFTi; ti..- OCT 2 8 PERMIT Teajalam (TJ) Gounden 10/25/2019 DAILY FIELD REPORT AAR TESTING AND INSPECTION, INC. 7126 180th Ave NE, Suite C101 Redmond, WA 98052 425-881-5812 CLIENT INFORMATION Contact Company Address City Contractor Kyle Westen Superior Installation Services 1230 Crowley Circle Carrollton, TX 75006 INSPECTION TYPE(S) Proprietary Anchors - Mechanical 0 Proprietary Anchors - Dowels Weather Clear Inspection Date 10/14/2019 Report Number MPT101419B PROJECT INFORMATION Project No. Project Name Address City Permit No. 19-610 Amazon UWAS 18323 Andover Park West Tukwila D190278 STRUCTURE(S) / LOCATION(S) Warehouse Temperature (°F) 60 Start Time 10:01 AM End Time 11:01 AM DRAWINGS / DOCUMENTS REFERENCED 19-2063-1 INSPECTION OBSERVATION REMARKS Verified installation of Power Stud SP2 anchors, 3/8" x 3-3/4" with 2-3/8" embed, torqued to 20 ft/lbs. All installed per ESR 2502. This is a partial inspection as marked on drawings. Ej Items inspected are in conformance with approved plans, specifications and jurisdictional requirements Michael Trow 10/14/2019 RECEIVED CITY OF TUKWILA OCT 17 2019 PERMIT CENTER Teajalam (Ti) Gounden 10/15/2019 C8C1OSAD• 499-.4L CD A43F-A.C8F iDC692D7 Field Report Report #: 80987 Client: KPS Global 4201 N Beach Street Fort Worth, TX Contact: John Neeks Project Number: Permit*: 19-526 D19-0278 Project Name: UWA5 Address: 18323 Andover Park West City: Tukwila Inspection Performed: Proprietary Anchors Date: 9/4/2019 Time: Temperature: Location: Wall track for cooler Observed drilling, cleaning, and installation of Hilti KHEZ anchors, 1/4" x 1-7/8''. Installed in accordance with ESR 3027 and per plan. Note: Conforming. RECEIVED CITY OF TUKW1LA SEP 30 2019 PERMIT CENTER Distribution: Distribute Client Ej Distribute Engineer Distribute Municipality Ell Distribute Architect [1] Distribute Contractor Distribute Owner Distribute Other Distribute Other Inspector: Trow, Michael Reviewed by: Christensen, Chris All reports are considered confidential and are the property of the client and A.A.R. Testing Laboratory, Inc, Reproduction except in full without the written consent of A.A,R, Testing is strictly forbidden MATERIAL HANDLI ._.'.h�. INE!`RING SPECIAL PRODUCTS CONVEYORS TANK SUPPORTS TALL SUPPORTS MACHINERY HEADER STEEL RACK BLDGS SORT PLATFORM SHEDS PICK MODULES MEZZANINES ROOF VERIF1CAilON FOOTINGS REVIEWED FOR CODE COMPLIANCE APPROVED SEP 11 2019 City of Tukwila BUILDING DIVISION STORAGE RACKS SELECTIVE DRIVE-IN PUSH BACK FLOW RACK CANTILEVER OTHER SERVICES SEISMIC ANALYSIS PERMIT ACQUISITION EGRESS PLANS STATE APPROVALS PRODUCT TESTING LICENSED IN ALL 50 STATES SEISMIC ANALYSIS OF STORAGE RACKS FOR Prime Now LLC (UWA5) 18323 ANDOVER PARK W. BLDG L, TUKWILA, WA JOB #:19-2063 SAL E. FATEEN, P.E. 8/7/2019 SHELVING METAL METAL/WOOD MOVABLE GONDOLAS LOCKERS CATWALKS SPECIALS PRODUCTS SHUTTLES VLM CAROUSELS VRC MODULAR OFFICES FENCES BILE RECEIVED CITY OF TUKWILA AUG 2 3 2019 PERMIT CENTER 19- 0.7 1130 E. CYPRESS STREET COVINA • CA 91724 TEL 909-869-0989 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWA5) BOLD 2 RF 8/7/2019 TABLE OF CONTENTS DESCRIPTION PAGE Title Page 1 Table of Contents 2 Over Pallet Racks 3 to 36 Gondolas 37 to 56 • .4i 4 4 l4 V MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY oAzc Prime Now UI(UvvA5 BOLD nF 8/7/2019 Over Pallet Racking (MetaUsis8enmSuperbsUld) The purpose cf this analysis is tnshow that the following storage fixtures complies with the specifications set forth inSection %JO9 the2016 CBCond Section25.5.3 ofASCE7-20. The storage racks are prefabricated and are to be field installed only without any field welding. PARAMETERS, The fixtures will bpanalyzed asabraced steel storage rack system. The system will be analyzed for seismic loading utilizing the following equation: CONFIGURATIONS: V=CaxVV [s=S,sx|/K SDa= 2/3xFax5s |=1 K=4 Fa=u00 Steel, Fy-S0,0OPSI Bolts ' ASTMA3O7 unless otherwise noted Anchors 3/8''0xZ'3/8''EMBED. DeVVa|tPo=erStud+5DI(|[[ESR-2SUZ) Slab S|NxZ5OOPSI Soil -1'OUUP5F Type {/D E/F Handpick LvI1 2,500i8/Leve| 2,500LB/Leve| 3'500LB/Leve| Handpick bd2 2,50DB/Level 3,500 LB/Level Handpick LW3 Pallet Storage 2,5000/Lev| 2'500L8/Le"e| 2,500 LB/Level 3,E0CLB/Leve| calc.Page 4tol4 15toZ5 Z6to36 INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT Prime Now LLC (UWA5) FOR BOLD SHEET NO, 4 CALCULATED BY RF DATE 8/7/2019 Loads & Distribution: A/B Fa = 1.00 Ss = 1.42 Sps= 2/3*Fa*Ss = 0.95 I= 1 R = 4 Cs = Sps * I / R = 0.238 # of Levels= 2 wPL = 2,500 LB/Level wDL = 50 LB/Level Total wPL = 5,000 LB Total wDL = 100 LB Fully Loaded: Vtotal = Cs*Ws = 0.238 x 3450 LB = 821 LB <===ASSUMED SITE CLASS D Ws = E(0.67*wPL+wDL) = 3,450 LB Depth = 47.0 IN Level Ws hx wx hx Fi Movt 1 2 1,725 LB 1,725 LB 63.0 IN 96.0 IN 108,675 IN -LB 165,600 IN -LB 325.3 LB 495.8 LB 20,497 IN -LB 47,593 IN -LB 3,450.0 LB 274,275 IN -LB Top Loaded only: Vtop = Cs*Ws,top = 0.238 x 2600 LB = 619 LB 821 LB Ws,top = E(wPL+wDL) = 2,600 LB 68,089 IN -LB Level Ws hx wx hx Fi Movt 1 2 50 LB 2,550 LB 63.0 I N 96.0 IN 3,150 IN -LB 244,800 IN -LB 7.9 LB 610.9 LB 495 IN -LB 58,650 IN -LB 2,600 LB 247,950 IN -LB 619 LB 59,145 IN -LB SEIZ 1 INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT Prime Now LLC (UWA5) FOR BOLD SHEET NO. 5 CALCULATED BY RF DATE 8/7/2019 Longitudinal & Transverse Analysis: Longitudinal Column Forces: Mbase = 0 IN -LB <== Based Assumed to be pinned Level Pcol-static Pcol-seismic Pcol-total Mcol Mconn-seismic 1 1,725 LB 0 LB 1,725 LB 25,865 IN -LB 14,977 IN -LB 2 863 LB 0 LB 863 LB 4,090 IN -LB 2,045 IN -LB Transverse Loads: Level Pcol-static Pcol-seismic 1 1,725 LB 1,449 LB INC. MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 6 RF 8/7/2019 Longitudinal Column Analysis: Analyzed per AISI. Section properties are based on net effective sections. P= (1+0.11SDs)DL+(1+0.14SDs)PL = 2,888 LB M= 0.7*0.75*Mcol = 13,579 IN -LB KxLx/rx = 1.7*63 IN/1.11 IN = 96.5 <=== (KI/r)max KyLy/ry = 1*17.6875 IN/1.09 IN = 16.2 ro= (rx^2 + ry^2 + xo^2)^0.5 = 3.133 IN 13= 1-(xo/ro)^2 = 0.246 Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: Fe1= n"2E/(KL/r)max^2 = 31.3 KSI aex= n^2E/(KxLx/rx)^2 = 31.3 KSI at= 1/Ara^2[GJ+(n^2ECw)/(KtLt)^21 = 975.31 KSI Fe2= 1/(2R)*{(aex+at)-[(aex+at)^2-(4*f3*hex*at)1^0.5} = 30.5 KSI Fe= 30.5 KSI Fy/2= 25.0 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 29.5 KSI Pn= Aeff*Fn = 28,200 LB Oc= 1.92 Pa= Pn/Qc = 14,688 LB P/Pa= 0.20 > 0.15 THUS, CHECK: P/Pa + (Cmx*Mx)/(Max*µx) <_ 1.0 Pno= Ae*Fy = 47,750 LB Pao= Pno/Qc = 24,870 LB Me= Cb*ro*Aeff*(aey*at)"0.5 = 3,108 IN-K My= Sx*Fy = 34,500 IN -LB Mc= My[1-My/(4Me)] = 34,404 IN -LB Max=Maxo= Mc/Of = 20,601 IN -LB µx= {1/[1-(Qc*P/Pcr)J}^-1 = 0.81 (2888 LB/14688 LB) + (0.85*13579 IN-LB)/(20601 IN-LB*0.81) = (2888 LB/24870 LB) + (13579 IN-LB/20601 IN -LB) = SECTION PROPERTIES A = 3.500 1N B = 3.281 IN 0.88 <1.0,OK 0.78 <1.0,OK t = 0.075 IN Aeff = 0.955 IN^2 Ix = 1.175 IN"4 Sx = 0.690 IN^3 rx = 1.110 IN ly = 1.128 INA4 Sy = 0.601 IN"3 ry = 1.090 IN J = 0.002 IN^4 Cw = 9.800 IN^6 xo = -2.720 IN Kx = 1.7 Lx = 63.00 IN Ky = 1.00 Ly = 17.69 IN Kt = 1.00 Lt = 17.69 IN Fy = 50 KSI G = 11,300 E = 29,500 KSI Cmx = 0.85 Cb = 1.0 Of = 1.67 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWA5) BOLD 7 RF 8/7/209 Transverse Column Analysis: Analyzed per AIS€. Section properties are based on net effective sections. Pcol=(1+0.11SDs)DL+(1+0.145D5)PL+0.7*EL = 3,902 LB KxLx/rx = 1.7*63 IN/1.11 IN = 96.5 KyLy/ry = 1*17.6875 IN/1.09 IN = 16.2 (KL/r)max = 96.5 ro= (rxA2 + ryA2 + xoA2)A0.5 = 3.133 IN f3= 1-(xo/ro)A2 = 0.246 Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: Fe1= nA2E/(KL/r)maxA2 = 31.3 KSI hex= nA2E/(KxLx/rx)A2 = 31.3 KSI at= 1/AroA2[GJ+(nA2ECw)/(KtLt)A2) = 975.31 KSI Fe2= 1/(2(3)*{(aex+at)-[(aex+at)A2-(4*6*aex*at)]A0.5} = 30.5 KSI Fe= 30.5 KSI Fy/2= 25.0 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 29.5 KSI Pn= Aeff*Fn = 28,200 LB Oc= 1.92 Pa= Pn/Oc = 14,688 LB 2 SECTION PROPERTIES A = 3.500 IN B = 3.281 IN t = 0.075 IN Aeff = 0.955 INA2 Ix = 1.175 INA4 Sx = 0.690 INA3 rx = 1.110 IN ly = 1.128 INA4 Sy = 0.601 INA3 ry = 1.090 IN = 0.002 INA4 Cw = 9.800 INA6 xo = -2.720 IN Kx = 1.7 Li( = 63.00 IN Ky = 1.00 Ly = 17.69 IN Kt = 1.00 Lt = 17.69 1N Fy = 50 KSI Pcol/Pa= 0.27 < 1.0, OK G = 11,300 E = 29,500 KSI MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWA5) BOLD 8 RF 8/7/2019 Beam Analysis Beam to column connections provide adequate moment capacity to stabalize the system, although it does not provide full fixity. Thus, the beams shall be analyzed assuming partial end fixity. In justifying the beam to column moment connection, the partial end fixity moment will be added to the Longitudinal frame moment for the analysis of the connection. % END FIXITY = 10 Effective Moment for Partially Fixed Beam For simply supported beams, the max imum moment at the center is given by wL^2/8. An assumption of partial fixity will decrease the maximum moment by the following method. {b = 0.1 Mcenter = Mcenter(simple ends) - O*Mcenter(fixed ends) = wL^2/8 - (0.1 * wL^2/12) = wL^2/8 - wL^2/120 Mends = 0.117 * wL^2 (f ixed) Reduction COEFF R = 0.117/0.125 = 0.936 THUS, Mcenter = R*(wL^2/8) = 0.936*(wL^/B) Mends = O*Mmax(fixed ends) = (wLA2/12)*0.1 = 0.0083*wL^2 Efective Deflection for Partially Fixed Beam 'max TYPICAL BEAM FRONT VIEW TYPICAL BEAM FRONT VIEW mpie) Mcenler (f ixed) For simply supported beam conditions, the maximum deflection at the center is given by 5wL^4/384E1. An assumption of partial fixity will decrease this maximum deflection by the following method: Dmax= R * [5w(L)^4/(384*E*Ix)] MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 9 RF 8/7/2019 Beam Analysis cont. Live Load = 2,500 LB Dead Load = 50 LB End fixity = 10 Mcenter = 0.117 * wL"2 = 14,470 IN -LB Mends = 0.0083*wL^2 = 1,027 IN -LB Lmax = [1950+1200(M1/M2)]b/Fy M1/M2 = 0.070940171 <=== SINCE Mcenter > Mends Lmax = (1950 + 85.1)*1.78/50 = 72.5 IN < L Thus, Fb = 0.6 * Fy = 30,000 PSI Maximum Static Load per Level depends on: 1) Moment Capacity If, fb = M/Sx Then, 0.6 * Fy = (L *wL^2/8)/Sx Thus, Beam Properties Max Wt./Level = [9.6*Fy*Sx/(I * L)]*a Ix = 2.430 INA4 = (9.6* 50 KSI * 1.137 IN^3)/(0.936*97 IN)*0.875 Sx = 1.137 INA3 = 5,343 LB/LVL <=== GOVERNS Fy = 50,000 PSI OR, Length=L = 97.0 IN 2) Allowable Deflection t = 0.036 IN b = 1.780 IN If, Dallow = L/180 = 0.539 IN And, D = [5w(L)^4/(384*E*ix)]*R Then, Max Wt./Level = 2*[(384*E*Ix*Hallow)/(5*L^3 * 8)] = 6,828 LB/LVL Thus, Maximum Allowable Live Load / Level = 5,293 LB/LVL a = Impact Coefficient = 0.875 R = 0.936 LEVEL Mstatic Mimpact Mallow(static) Mseismic Mseismic(allow) Result 1 14,470 IN -LB 16,537 IN -LB 34,110 IN -LB 16,004 IN -LB 45,480 IN -LB Good MATERIAL HANDLING ENGINEERING TEL: (909)869'0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO, CALCULATED BY ouns Prime Now UI0WA5 BOLD lO xF 8/7/2019 Beam TmColumn Connection: 4 TABS Kxcwnn=O.7*0.75*Kxconn-sebmic CAPACITY OF CONNECTOR: a)SHEAR CAPACITY DFTAB Tab height= 0.625 IN Tahthixkness= 0120 IN Area = (0.625 |N)~(0.12 |N) = /]75|N"Z Fy= 50,00FSI Pmax=A~Fv = 1,5OULn b)BEARING ONCOLUMN: [oithickness= 0.075 IN Bearing length= 0.625 IN Fu=@0,000PSI Abrg=.O47|N"Z Pmaxbrg.= Fu^Ab, ~ 2.813L8 c) MOMENT CAPACITY OFBRACKET: SINCE TAB GOVERNS Pl= 1,500 LB m1conn.cap.= P1*6.5+P2*4.5+P3^2.5+P4~0.5 [=P1+PZ+P3+P4 = P1+(4.5/6.5}Pl+(2.5/6.5)pl+(0.5/6.6)P1 P1= 1,5001-13 PZ= (4.5/6-5)P1 = 1'038LB P3= (2.5/6.5)P1 =577LB P4= (O. 5/6.5)P1 ~ zz50 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 z1snc.CYPRESS STREET, cov|N4Cx9z7z* PROJECT FOR SHEET NO. CALCULATED BY omTs Prime Now UI(UVv45) BOLD zz RF 8/7/2019 Transverse Brace Analysis It is assumed that the transverse braces resist the seismic shear in tension and compression, with compression being critical in the design. Diagonal Member Vtransv=0.7*V = 575LB Ldiag=DD-3)"Z+(H-6/)"Z]"O.5 = 45.5 IN Pmax=V*(Ldiag/D) (kVr)max= (k* Ldiag)/r min = 1x45.5 |N/O/4Z7 IN = 1O6.6\N Fe=Tt"[/(kI/r)" =Z5,179PSI 3|NCEpe^Fy/2 Fn= Fy*(1-fy/4f ) = 25i178PS| Pn=AKEA*Fn = O.135|N"Z~25178PSI Pa|low=Pn/Dc = 3399U8/1.92 = l'770LB fa/Fa= 0.31 < 1.0OK Horizontal Member Similarly for horizontal members. Pmax= 575i8 fa/Fa= 0.25 < 1.0 ON o LOWER BRACE PANEL ELEVATION H= 17J|N D= 47.U|N Horizontal Member t=V.036|m AREA=O.135|N"Z rmin =V,4Z7|N Fy= 50\000PSI Diagonal Member t=O.0]6|N AREA =0.13D|N A 2 rmin =O.427|N Fy=S0,00PSI MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 12 RF 8/7/2019 Overturning Analysis Fully loaded: Movt = 68,089 IN -LB MDR= 100LBx47IN/2 = 2,350 IN -LB Mp1 = 3350 LB x 47 IN / 2 = 78,725 IN -LB Vcol = 0.7*Vtotal/2 = 287 LB d = 47.0 IN Allowable Tension = 750 LB Allowable Shear = 1,010 LB # of Anchors/Plate = 2 Puplift = [0.7 x Movt - (0.6-0.11SD5) x MDL - (0.6-0.14SD5) x MpL] / d = [0.7*68089 - (0.6-0.11*0.95)*2350 - (0.6-0.14*0.95)*78725] IN -LB / 47 IN = 207 LB <=== UPLIFT Interaction Equation [207 LB/ 1500 LB] + [287 LB/ 2020 LB] = Top loaded only: Movt = 59,145 IN -LB MDL = 2,350 IN -LB MpL = 2500 LB x 47 IN / 2 = 58,750 IN -LB Vcol = 0.7*Vtop/2 = 217 LB 0.28 < 1.2 Therefore OK d = 47.0 IN Allowable Tension = 750 LB Allowable Shear = 1,010 LB # of Anchors/Plate = 2 Puplift = [0.7 x Movt - (0.6-0.11SD5) x MDR - (0.6-0.14SDs) x MpLapp] / d = [0.7*59145 - (0.6-0.11*0.95)*2350 - (0.6-0.14*0.95)*58750] IN -LB / 47 IN = 272 LB <=== UPLIFT INTERACTION EQN. [272 LB/750 LB] + [217 LB/1010 LB] = 0.29 < 1.2 Therefore OK MATERIAL HANDLING ENGINEERING TEL: (9$9)869'$989 0 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY oArs Prime Now UI0]VVA5 BOLD 13 RF 8/7/2019 LRFD Load Combination - For Slab and Soil Analvsis Load combination per RIVII 2.2 1 1.4DL+I.2PL Z 12DL+1.6PL+1.61-1-+0.5(Lrm5Ln,RU ] 12DL+0.85PL+V0.5uor0.0mU+1.6(borSLmnU 4 12oL+0.85PL+0.51-1-+1.6VVL+0.5(bm8mKU 5 (1.2+02sDs)c^+(0.85+0.25DS)pL+0.5u+sL+0.ISL 6 (V.90.IS,,DL+(0.9-0.2SDJPLopp'EL DLtotal/col=5ULB PL-tot Vco|= 2,500L8 E= 1'449LB Load combination 1 Pmam=1/4DL+1.IPL = 1/4x50LB+12x2500LB =3,V70 LB Load combination 2 Pmax=l2DL+l.6Pi =l.2x5OLB+I.6x25OUL8 = 4,06OLB Pmax=12UL+0.85PL = 12x50LB+0.85x2500LB = Z'185LB Load combination 5 Resultant Load combination IADL+l2P1 z.zoL+z.sFL 12oL+u85pL 1.2rL+0.8EPL (1.2+02SDJoL+(0.85+0.2SDS)PL+EL (0.9'0.2Sn)oL+(0.9'0.25mJpu,pp EL Pmax= (1.2+0.2Sos)DL+(0.85+02SuS)PL+EL = (1.2+02~0.95)x50LD+(0f5+02~0.95)x2500LB+1449LB = 4'119LB Load combination Pmax~(0.9-0.Z5os)DL+(O.9-0.25oS)PLapp EL =(0.9-0.2*0.95)x5nU]+(0.9-O.2*O.95)xI675L8-1449L8 ='224L8 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWA5) BOLD 14 RF 8/7/2019 Slab & Soil Analysis The slab will be checked for puncture and bearing stress. If no puncture occurs, the slab is assumed to distribute the load over a larger area of the slab. a) Puncture: Pmax = 4,119 LB Fpunct = 2.66 x (F'c"0.5) = 2.66 x (2500 PSI)A0.5 = 133 PSI Apunct = [(Weff.+t)+(Deff.+t)] x 2 x t = [(3.78 IN + 5 IN) + (6.5 IN + 5 IN)] x 2 x 5 IN = 203 INA2 fv/Fv = P/[(Apunct)(Fpunct)] = 4119 LB/[203 INA2 x 133 PSI x 0.6] • 0.25 <1.0 OK b) Bearing: OBn= 0.85 x xf'c xAl = 31,327 LB Pu / 0Bn = 4119 LB / 31327 LB • 0.13 < 1.0 OK c) Slab Tension Base Plate: Asoil = P/[1.0 x fs] Weff. = 3.78 IN = 4119 LB/[1.0 x 1000 PSF/(1441NA2/FTA2)] Deff. = 6.50 IN = 593 INA2 Al = 24.6 INA2 L = AsoilA0.5 _ (593.061NO2)A0.5 Concrete: = 24.4 I N B = [(Weff.)(Deff.)]A0.5 + t Thickness = 5.00 IN = [3.78 IN x 6.5 IN]A0.5 + 5 f'c = 2,500 PSI = 10.0 IN b = (L-B)/2 = (24.35 IN - 10 IN)/2 = 7.2 IN Mconc = (w)(bA2)/2 = [(1.0)(fs)(bA2)]/[144 (INA2/FTA2) x 2] Soil: = [1.0 x 1000 PSI x (7.17 IN)A2]/[144 (INA2/FTA2) x 2] = 179 IN -LB fs = 1,000 PSF Sconc = 1 IN x (tA2)/6 = 1 IN x (5 IN)A2/6 = 4.171NA3 0= 0.6 Fconc=5xOxfcA0.5 = 5 x 0.6 x (2500 PSI)A0.5 = 150 PSI fb/Fb = Mconc/[(Sconc)(Fconc)] = 178.72 IN-LB/[(4.17 INA3)(150 PSI)] • 0.29 < 1.0 OK MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT Prime Now UI(UVVA5) FOR BOLD SHEET NO. 15 CALCULATED BY np DATE 8V7/2Gl9 Loads & Distribution: C/D Fa=ll0 Ss= 1.42 SDI =2/3*Fa~Ss = 0.95 |=1 R=4 [S= So* |/R =0238 #cdLeveb= 4 w0L=5OLB/Level Total wPL = 14,000LB Total wDL=2OUL8 Fullv Loaded: vtota ~ [s~*b =0.238x9580LB =2,28OLB <=== ASSUMED SITE CLASS D vm~Y-(u07^wpL+woU Depth = 47.0 IN WS hx wmhx R l Z 3 4 3,5500 3,55OL8 3'55nLD 3,5SOL8 2IO|N 4lU|N 6IOiN 93.0|N 71,000!N-LB 142000|m'iB 212,000|N'0 326,600)N'LB 2l5.1iB 43V.2LB 64S.3LB 989.5LB 4,30Q|N-Lg 17,208|N'LB 38,7--18|N-LB 91'030|N'L8 14,20000 752,60|N'0 Top Loaded oniv: Vtop= [:*vVs'top =0.Z38x370OL8 = 88lL8 151,257|N'LB Ws,top=CkwPL*mDU =3,7000 WS hu wmhu R l 2 3 4 0LB 5V0 5O0 3,550 LB ZO.0|N 4O.0(N 60.0|N g21)|N 1,0OO|N-LB z'onn|N'U8 3,00O|N-L8 326i600|N'ig Z.60 5.3 LB 7.90 864.7LIB 53|m-LB z1%|N'LB 477|N'LB 79\554|N-LB 3,700 LB 332,600 IN -LB 881 LIB 80,295 IN -LB MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT Prime Now uI(UvvA5 FOR BOLD SHEET NO. 16 CALCULATED BY RF DATE 8/7/2019 Longitudinal &Transverse Analysis: Longitudinal Column Forces: K4baae=OIN-LB <== Based Assumed to be pinned Level Pco*tatc Pco|-seismic Pco|-total Mco| K4onnn-seismic 1 7,100LB 0L8 7,100U8 22,800|N-LB 16,563|N-L8 Z 5'325LB OLB 5'325L8 10'325|N'LB 9'249|N'LB 3 3'550LB 0LB 3'550LB 8'174|N'LB 0\045|N'LB 4 1,775LB 0L8 1,775LB 7,916|N'L8 3,958|N-L8 Transverse Loads: Level Pco|*t dc Pool -seismic 1 7,100 3,2180 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWA5) BOLD 17 RF 8/7/2019 Longitudinal Column Analysis: Analyzed per AISI. Section properties are based on net effective sections. P= (1+0.11Sps)DL+(1+0.14Sps)PL = 8,041 LB M= 0.7*0.75*Mcol = 11,970 IN -LB KxLx/rx = 1.7*20 IN/1.11 IN = 30.6 <=== (KI/r)max KyLy/ry = 1*17.6875 IN/1.09 IN = 16.2 ro= (rx^2 + ry^2 + xo^2)^0.5 = 3.133 IN 6= 1-(xo/ro)^2 = 0.246 Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: Fe1= rt^2E/(KL/r)max^2 = 310.3 KSI hex= rt^2E/(KxLx/rx)^2 = 310.3 KSI at= 1/Aro^2[G1+(rt^2ECw)/(KtLt)^2] = 975.31 KSI Fe2= 1/(28)*{(hex+6t)-[(csex+at)^2-(4*6*aex*6t)]^0.5} = 247.1 KSI Fe= 247.1 KSI Fy/2= 25.0 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 47.5 KSI Pn= Aeff*Fn = 45,335 LB Oc= 1.92 Pa= Pn/Qc = 23,612 LB P/Pa= 0.34 > 0.15 SECTION PROPERTIES A = 3.500 IN 8 = 3.281 IN THUS, CHECK: P/Pa + (Cmx*Mx)/(Max*µx) 5 1.0 Pno= Ae*Fy = 47,750 LB Pao= Pno/Oc = 24,870 LB Me= Cb*ro*Aeff*(oey*at)^0.5 = 3,108 IN-K My= Sx*Fy = 34,500 IN -LB Mc= My[1-My/(4Me)] = 34,404 IN -LB Max=Maxo= Mc/Of = 20,601 IN -LB p.x= {1/[1-(0c*P/Pcr)]}^-1 = 0.95 (8041 LB/23612 LB) + (0.85*11970 IN-LB)/(20601 IN-LB*0.95) = 0.86 < 1.0, OK (8041 LB/24870 LB) + (11970 IN-LB/20601 IN -LB) = 0.90 < 1.0, OK t = 0.075 IN Aeff = 0.955 INA2 Ix = 1.175 IN^4 Sx = 0.690 IN^3 rx = 1.110 IN ly = 1.128 IN^4 Sy = 0.601 INA3 ry = 1.090 IN J = 0.002 INA4 Cw = 9.800 IN^6 xo = -2.720 IN Kx = 1.7 Lx = 20.00 IN Ky = 1.00 Ly = 17.69 IN Kt = 1.00 Lt = 17.69 IN Fy = 50 KSI G = 11,300 E = 29,500 KSI Cmx = 0.85 Cb = 1.0 Of = 1,67 MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 18 RF 8/7/2019 Transverse Column Analysis: Analyzed per AISI. Section properties are based on net effective sections. Pcol=(1+0.11SD5)DL+(1+0.14SDs)PL+0.7*EL = 10,294 LB KxLx/rx = 1.7*20 IN/1.11 IN = 30.6 KyLy/ry = 1*17.6875 IN/1.09 IN = 16.2 (KL/r)max = 30.6 ro= (rx^2 + ry^2 + xo^2)^0,5 = 3.133 IN f3= 1-(xo/ro)^2 = 0.246 Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: Fe1= n^2E/(KL/r)max^2 = 310.3 KSI hex= n^2E/(KxLx/rx)^2 = 310.3 KSI at= 1/Aro^2[GJ+(n^2ECw)/(Ktlt)^2] = 975.31 KSI Fe2= 1/(213)*{(6ex+6t)-[(6ex+crt)^2-(4*13*hex*6t)]^0.5) = 247.1 KSI Fe= 247.1 KSI Fy/2= 25.0 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 47.5 KS) Pn= Aeff*Fn = 45,335 LB Oc= 1.92 Pa= Pn/Qc = 23,612 LB SECTION PROPERTIES A = 3.500 IN B = 3.281 IN t = 0.075 IN Aeff = 0.955 IN^2 Ix = 1.175 INA4 Sx = 0.690 INA3 rx = 1.110 IN ly = 1.128 IN^4 Sy = 0.601 INA3 ry = 1.090 IN J = 0.002 IN^4 Cw = 9.800 INA6 xo = -2.720 IN Kx = 1.7 Lx = 20.00 IN Ky = 1.00 Ly = 17.69 IN Kt = 1.00 Lt = 17.69 IN Fy = 50 KSI Pcol/Pa= 0.44 < 1.0, OK G = 11,300 E = 29,500 KSI MATERIAL HANDLING ENGINEERING TEL: (909)V0-09 9 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now Ul(VvvA5 BOLD 19 np 8/7/2019 Beam Analysis Beam to column connections provide adequate moment capacity to stabalize the system, although it does not provide full fixity. Thus, the beams shall beanalyzed assuming partial end fixity. |njustifying the beam tocolumn moment connection, the partial end fixity moment will be added to the Longitudinal frame moment for the analysis of the connection. % END FIXITY =0% Effective Moment for Partia|1vFixed Beam For simply supported beams, the max imum moment ctthe center bgiven bywL"Z/D. An assumption nfpartial fixity will decrease the maximum moment by the following method. 0=<l1 =wl-112/8 (0i2~wLA2/12) =wL112/ ' wL"Z/lJO =O.117^wL"Z Reduction [O[FF8= 0117/0.125 =O.936 THUS, ;Ncenter=0"(wL"l/8) Mends=O^x4mox(fixedends) = (wL"2/1Z)~O.1 Efective Deflection for Partialiv Fixed Beam F Mends (fmed)~~_ '— .'' *centemsimple) `'.-�.----------------- .......... 'max rTYPICALoo�� sAMFRONT VIEW TYPICAL BEAM FRONT VIEW wcenter If ixed) For simply supported beam conditions, the maximum deflection atthe center is given hy5wL^4/3D4Ei An assumption of partial fixity will decrease this maximum deflection by the following method: 0man= 9*[5m(LA4/(38411E*Ix)] MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT Prime Now LLC (UWAS) FOR BOLD SHEET NO. 20 CALCULATED BY RF DATE 8/7/2019 Beam Analysis cont. Live Load = 3,500 LB Dead Load = 50 LB End fixity = 10 Mcenter = 0.117 * wL^2 = 20,144 IN -LB Mends = 0.0083*wL^2 = 1,429 IN -LB Lmax = [1950+1200(M1/M2)]b/Fy M1/M2 = 0.070940171 <=== SINCE Mcenter > Mends Lmax = (1950 + 85.1)*1.78/50 = 72.5 IN < L Thus, Fb = 0.6 * Fy = 30,000 PSI Maximum Static Load per Level depends on: 1) Moment Capacity If, fb = M/Sx Then, 0.6 * Fy = (6*wL^2/8)/Sx Thus, Beam Properties Max Wt./Level = [9.6*Fy*Sx/(13 * L)]*a Ix = 2.430 !NM = (9.6* 50 KSI * 1.137 INA3)/(0,936*97 IN)*0.875 Sx = 1.137 INA3 = 5,343 LB/LVL <=== GOVERNS Fy = 50,000 PSI OR, Length=L = 97.0 IN 2) Allowable Deflection t = 0.036 IN b = 1.780 1N If, Dallow = L/180 = 0.539 IN And, D = [5w(L)^4/(384*E*Ix)]*13 Then, Max Wt./Level = 2*[(384*E*Ix*Hallow)/(5*L^3 * 13)] = 6,828 LB/LVL Thus, Maximum Allowable Live Load Level = 5,293 LB/LVL a = Impact Coefficient = 0.875 (3 = 0.936 LEVEL Mstatic Mimpact Mallow(static) Mseismic Mseismic(allow) Result 1 20,144 IN -LB 23,022 IN -LB 34,110 IN -LB 17,992 IN -LB 45,480 IN -LB Good MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now UI(UVVA5) BOLD Zz nF 8/7/2019 Beam To Column Connection: 4TABS x«cwnn=0J'~O.75~NY:mnm'eeismic = 0,695|N'LB CAPACITY OFCONNECTOR: o)SHEAR CAPACITY OFTAB Tab height= 0.625 IN Tab thicknea=O12O|N Area = (O.6ZS|N)~(O12IN) Py= 50,000PQ Pmax= A~Fv =1'5OOLB WBEARING ONCOLUMN: Coithicknes= 0.075|N Bearing |ength~O.6Z5|w Fu=6O'0OOPSI AbrA.= .047/N^2 Pmaxbrg.= Fu*Abrg dMOMENT CAPACITY OFBRACKET: SINCE TAB GOVERNS P1= 1,500 LB N1conn.cup.=Pl~6.5+PZ*4.S+P3*Z.5+P4"n.5 C=P1+PZ+P3+P4 = Pl+<4.5/6.5>P1+(2.5/6.5>P1+(0.5/6.5)Pl = Z.lS4P1 Pl= 1,500LB PZ~ (4.5/6.5)P1 =1,D38kB P3= (2.5/6.5)P1 =S77LB P4 = (0.5/6.5)P1 = 1l5UB- MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY oxnE Prime Now Ul(VVYA5 BOLD 22 xF 8/7/2019 Transverse Brace Analysis It is assumed that the transverse braces resist the seismic shear in tension and compression, with compression being critical inthe design. Diagonal Member Vtmnsv= 0.7*V Ldiag= [(D-3")^2+(H-6/)A 2]^0.5 =45.5|N Pmax=V*(Ldiag/D) = 1,546.0LB (N/r)mox= (k* LdiaQ)/rmin = 1x45.5 |N/0.4Z7 IN = 106.6 IN =Z5,179 PSI S|N[EFe>Fy/2 Fn= Fy*(1-fy/4f ) =Z5'178PSI Pn=AREA*Fn = V135(N"Z~Z517DPSI = 3'399LB Pa|low=Pn/Oc = 3399LB/1.92 fa/Fa= 0.87 *1.DON Horizontal Member Similarly for horizontal members. Pmux=1'5g6LB fa/Fa= 0.69 < 1.0 OK o LOWER BRACE PANEL ELEVATION H=17.7|N D=47.0|N Horizontal Member t=O.036|N AREA =<l135|N^2 rmin =O/Q7|N Diagonal Member t=O.036|N AREA= 0.135 |N^2 rmin =D.427|N MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVIINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 23 RF 8/7/2019 Overturning Analysis Fully loaded: Movt = 151,257 IN -LB MDL = 200 LB x 47 IN / 2 = 4,700 IN -LB MPL = 9380 LB x 47 IN / 2 = 220,430 IN -LB Vcol = 0.7*Vtotal/2 = 798 LB d=47.0IN Allowable Tension = 750 LB Allowable Shear = 1,010 LB # of Anchors/Plate = 2 Puplift = [0.7 x Movt - (0.6-0.11SDs) x MDL - (0.6-0.14SDs) x MPL] / d = [0.7*151257 - (0.6-0.11*0.95)*4700 - (0.6-0.14*0.95)*220430j IN -LB / 47 IN = 13 LB <=== UPLIFT Interaction Equation [13 LB/ 1500 LB] + [798 LB/ 2020 LB] = Top loaded only: Movt = 80,295 IN -LB MDL = 4,700 IN -LB MPL = 3500 LB x 47 IN / 2 = 82,250 IN -LB Vcol = 0.7*Vtop/2 = 308 LB 0.40 < 1.2 Therefore OK d = 47.0 IN Allowable Tension = 750 LB Allowable Shear = 1,010 LB # of Anchors/Plate = 2 Puplift = [0.7 x Movt - (0.6-0.11SDs) X MDL - (0.6^0.14SDs) X MPLapp] / d = [0.7*80295 - (0.6-0.11*0.95)*4700 - (0.6-0.14*0.95)*82250] IN -LB / 47 IN = 329 LB <=== UPLIFT INTERACTION EQN. [329 LB/750 LB] + [308 LB/1010 LB] = 0.37 < 1.2 Therefore OK MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now UI(VvVA5) uoiD 24 nF O/7/2Vz9 LRFD Load Combination - For Slab and Soil Analvsis Load combination per RIVII 2.2 l 1ADL+1�2PL 2 12oL+1�6PL+1.61-1-+0.5(Lro,SLv,aU 3 12oL+0.85pL+y0.5um0.8vvU+1.6(Lro,SLornU 4 11nL+0,85PL+0�51-1-+1.6NL+0.5(Lrv,SlornU S (1,2+0.2Sm)OL+(0,88+0.2Sm}PL+0f1l+sL+0,2SL DL-mta@o|=1000 PL-tut kto|=7,O0ULB E= 3'21OLV Load combination 1 Pmax=14DL+1.ZPL = 1.4x100LB+12x7000LB = O,S40LB Load combination 2 Pmax=l2DL+1.4PL ~ 1.2x100LB+1.4x7000LB = V\9Z0LD Pmav=1,2nL+C\85PL =12x1OVLB+O.8Sx7OOOLR = 6'O7O L8 Load combination 5 Resultant Load combination 14DL+1.2p/ l.2CL+lAPi 1.2DL+0.85pL 12nL+0.85PL (12*0.2SJDL+(0�85+02Sn,)PL+EL Pmax= <1.2+025vs)DL+(0.85+0.25oS)PL+EL =(1.2+0.2~0.95)x1OOLB+(O.85+O2*U.9S)x7OOULB+]Z18LB = zC\637L8 Load combination 6 Pmav=(0�-0.ZSps)DL+(0.9'O2SoS)Piapp'EL =(U.9'O2~0.9S)x1OOLB+(0.9'O.Z~O.95)x469DLB 3218LD ~ 183LB MATERIAL HANDLING ENGINEERING TEL: (9On)n69'oyug 1130 E. CYPRESS STREET, COVINA, CA 91724 Prime Now LLC(UvVA5 BOLD 25 np Slab & Soil Analvsis The slab will bechecked for puncture and bearing stress. Ifnopuncture occurs, the slab isassumed tudistribute the load over a larger area of the slab. a) Puncture: Fpunct=Z.66x(Fc^D5) =2.6hx(25O0PSI)A 0.5 = z3]p5| Apunct~[(VVef[+t)+<DefC+t]xZxt = i(3.78|N +5 /N) + (6f IN +S |N)]xZx5 IN =ZO3IN^Z fv/Fv= P/[(Apuncd(Fpuncd] =1O637LB/[2O3|N^2xl33PSI xO6] = 0,66 <1.O OK b) Bearing: 013n~0.85x0xfcx4z Pu/O8n= 10637LB/31327LB = 0.34 «2.0 OK 0Slab Tension Base Plate: Aso|=P/[ll>xh) VVef[=]J8|N = 10637 LB81.0" 1000 p5F/(1441N"2/FT"2)] Deft = 6.50 IN = 1532 |N^I A1= I4.6|N"2 L= Asoi|«D.5 = (1531J3 |N^2)"O.5 Concrete: = 39.1 IN B= [(VVeffj(Deff.)]^U.S +t Thickness= 5.00|N =[3.78|Nx6.S|N]^O.5+S fc=2,5UOPSI = 1V.V|N b= (L-8)/Z =(39.l4|N 10{N)/2 = 14.6!N yWconc= (w)(b^Z)/2 = [(1.U)(fs)(b^Z)]/[144(IN ^Z/FT^Z)xZ] Soil: = [l.Vx1OVVPSI x(l4.57/N)"2]/[144(IN ^2/FT^3)xZ] = 737|N'L8 fs= l.00OPSF Sconc= 1|Nx(t^2)/6 = 1|Nx(5|N)^2/6 = 4.17 |N^3 0= 8.6 Fconc=5x0xf'c^O.5 = 5 x0.6 x (2500 PSU^0.5 = l5OPS/ fb/Fb=Momp[(Sconc)(Fcom)] = 736.75|N'LB/[(4.17|N^3)<150P5|>] MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 26 RF 8/7/2019 Loads & Distribution: E/F Fa = 1.00 Ss = 1.42 Sps= 2/3*Fa*Ss = 0.95 1= 1 R = 4 Cs= Sps* I/R = 0.238 # of Levels= 3 wPL = 3,500 LB/Level wDL = 50 LB/Level Total wPL = 10,500 LB Total wDL = 150 LB Fully Loaded: Vtotal = Cs*Ws = 0.238 x 7185 LB = 1,710 LB <__= ASSUMED SITE CLASS D Ws = Z(0.67*wPL+wDL) = 7,185 LB Depth = 47.0 IN Level Ws hx wx hx Fi Movt 1 2 3 3,550 LB 3,550 LB 3,550 LB 30.0 IN 60.0 IN 92.0 IN 106,500 IN -LB 213,000 IN -LB 326,600 IN -LB 281.9 LB 563.7 LB 864.4 LB 8,456 IN -LB 33,825 IN -LB 79,526 IN -LB 10,650.0 LB 646,100 IN -LB Top Loaded only: Vtop = Cs*Ws,top = 0.238 x 3650 LB = 869 LB 1,710 LB Ws,top = E(wPL+wDL) = 3,650 LB 121,807 IN -LB Level Ws hx wx hx Fi Movt 1 2 3 50 LB 50 LB 3,550 LB 30.0 I N 60.0 IN 92.0 I N 1,500 IN -LB 3,000 IN -LB 326,600 IN -LB 3.9 LB 7.9 LB 856.9 LB 118 IN -LB 472 IN -LB 78,834 IN -LB 3,650 LB 331,100 IN -LB 869 LB 79,425 IN -LB SEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT Prime Now LLC (UWAS) FOR BOLD SHEET NO. 27 CALCULATED BY RF DATE 8/7/2019 Longitudinal & Transverse Analysis: Longitudinal Column Forces: Mbase = 0 IN -LB <_= Based Assumed to be pinned Level Pcol-static Pcol-seismic Pcol-total Mcol Mconn-seismic 1 5,325 LB 0 LB 5,325 LB 25,650 IN -LB 18,181 IN -LB 2 3,550 LB 0 LB 3,550 LB 10,711 IN -LB 8,813 IN -LB 3 1,775 LB 0 LB 1,775 LB 6,915 IN -LB 3,458 IN -LB Transverse Loads: Level Pcol-static Pcol-seismic 1 5,325 LB 2,592 LB MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 28 RF 8/7/2019 Longitudinal Column Analysis: Analyzed per AISI. Section properties are based on net effective sections. P= (1+0.11SDS)DL+(1+0.14SD5)PL = 6,031 LB M= 0.7*0.75*Mcol = 13,466IN-LB KxLx/rx = 1.7*30 IN/1.11 IN = 45.9 <=== (KI/r)max KyLy/ry = 1*17.6875 IN/1.09 IN = 16.2 ro= (rx^2 + ry^2 + xo^2)"0.5 = 3.133 IN f3= 1-(xo/ro)^2 = 0.246 Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: Fe1= rt^2E/(KL/r)max^2 = 137.9 KSI aex= rt"2E/(KxLx/rx)^2 = 137.9 KSI at= 1/Aro^2[GJ+(1^2ECw)/(KtLt)^2] = 975.31 KSI Fe2= 1/(213)*{(aex+at)-[(aex+at)^2-(4*f3*aex*at)]^0.5} = 124.3 KSI Fe= 124.3 KSI Fy/2= 25,0 KSI SINCE, Fe > Fy/2 THEN, Fn= Fy(1-Fy/4Fe) = 45.0 KSI Pn= Aeff*Fn = 42,946 LB Oc= 1.92 Pa= Pn/Qc = 22,368 LB P/Pa= 0.27 > 0.15 SECTION PROPERTIES A = 3.500 IN B = 3.281 IN THUS, CHECK: P/Pa + (Cmx*Mx)/(Max*µx) 5 1.0 Pno= Ae*Fy = 47,750 LB Pao= Pno/Oc = 24,870 LB Me= Cb*ro*Aeff*(aey*at)^0.5 = 3,108 IN-K My= Sx*Fy = 34,500 IN -LB Mc= My[1-My/(4Me)) = 34,404 IN -LB Max=Maxo= Mc/Of = 20,601 IN -LB µx= {1/[1-(Qc*P/Pcr)]}^-1 = 0.91 (6031 LB/22368 LB) + (0.85*13466 IN-LB)/(20601 IN-LB*0.91) = 0.88 < 1.0, OK (6031 LB/24870 LB) + (13466 IN-LB/20601 IN -LB) = 0.90 < 1.0, OK t = 0.075 IN Aeff = 0.955 IN^2 Ix = 1.175 IN^4 Sx = 0.690 IN^3 rx = 1.110 IN ly = 1.128 IN^4 Sy = 0.601 INA3 ry = 1.090 IN J = 0.002 IN^4 Cw = 9.800 IN^6 xo = -2.720 IN Kx = 1.7 Lx = 30.00 IN Ky = 1.00 Ly = 17.69 IN Kt = 1.00 Lt = 17,69 IN Fy = 50 KSI G = 11,300 E = 29,500 KSI Cmx = 0.85 Cb = 1.0 Of = 1.67 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 D3OE.CYPRESS STREET, COv|NA,[A9l7Z4 Prime Now UI(UvvA5) BOLD ug RF 8/7/2U19 Transverse Column Analysis: Analyzed per A|8.Section properties are based onnet effective sections. Pco|= (1+011SvS)DL+(1+0.14SuS)PL+UJ*EL =7,845 LIB KxLx/m=1J*3O|N/l.1l|N = 45.9 Ky4yry= 1*176875iN/1.89|N = 16,2 (KL/r)max= 45.9 m=(m^Z+ryA2+xo^Z)AO.5 = ll33|N 9= 1-(xo/ro)^2 =U.24G Fe IS TAKEN AS THE SMALLER OF Fel AND Fe2: Fel=n"2E/(KL/r)mau^2 cyex=nA26(KxLx/rx)^2 = l37.9K5| nt= 1/8nz^2[GJ+(n^2[Dw)/(ktit)^2] = 975.31xS1 Fe2= 1/(20)^<(nex+nt)'[<crex+nd"2'(4~9~nex*ot)]"U.5} = 1Z4.3KS| Fe= 124.3K8 Fy/Z= 2I0KS| SINCE, Fe ^Fy/Z THEN' Fn= Fy(l,Fy/4Fe) Pn=Aeff^Fn Pa= Pn/Dc 211 'SECTION PROPERTIES A=3.5UO!N 8=3281|N t=8.07S|N Aeff= 0.955|N^2 |x~ 1.175 \N^4 S«= 0.690 |N^3 m=l1lO|N |y=ll28|N"4 5y= 0.601 |N"3 ry= 1.090|N ]= 0.002 |N^4 Dw=9.8OO|N^6 xo='ZJZ0|N Kx=1J Lx= 30.00 IN Ky~ 1.00 Ly= 17.69 IN Kt= 1.00 it= 17.69|N PcnVPa= 0.35 < 1.0, OK G=11,30V [= 29'500K3J MATERIAL HANDLING ENGINEERING TEL: (9Vg)O69-09O8 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT Prime Now ul(uvvA5) FOR BOLD SHEET NO. 30 CALCULATED BY nF DATE 8/7/2019 Beam Analysis Beam tocolumn connections provide adequate moment capacity tostaba|bathe system, although bdoes not provide full fixity. Thus, the beams shall beanalyzed assuming partial end fixity. |njustifying the beam tocolumn moment connection, the partial end fixity moment will be added to the Longitudinal frame moment for the analysis of the connection. Y6END FIXITY =1OY6 Effective Moment for Partially Fixed Beam For simply supported beams, the max imummoment atthe center is given bywL^2/U. Anassumption cfpartial fixity will decrease the maximum moment by the following method. 0=(l1 K4center= N1center(dmp|eends) O*Mcente,(fixedeod$ = wi^Z/8'(0.1*wL^2/1Z) ~wL A 2m'wl-A2/12 = 0.117~wL^2 Reduction [OEFF0= 0.117/0.125 =O.936 THUS, K8center= 8*(vvL^2/8) Mends =O~,wmax(fixedends) =(wL^Z/l2)*Ol EfecdveDeflection for Partially Fixed Beam Mends (fixed) —'--- --� '-- Mcenter(simple) Mcenter If ixed) '- -- -'' TYPICAL BEAM I FRONTVIEW TYPICAL BEAM FRONT VIEW For simply supported beam conditions, the maximum deflection atthe center isgiven bySwL^4/3D4B. An assumption of partial fixity will decrease this maximum deflection by the following method: omax= 6*[5kmU^4/(384*E*1x)] | . MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 0 E. CYPRESS STREET, COVINA, CA 91724 PROJECT Prime Now LLC (UWAS) FOR BOLD SHEET NO. 31 CALCULATED BY RF DATE 8/7/2019 Beam Analysis cont. Live Load = 3,500 LB Dead Load = 50 LB End fixity = 10 Mcenter = 0.117 * wL^2 = 20,144 IN -LB Mends = 0.0083*wLA2 = 1,429 IN -LB Lmax = [1950+1200(M1/M2)]b/Fy M1/M2 = 0.070940171 <=== SINCE Mcenter > Mends Lmax = (1950 + 85.1)* 1.78/50 = 72.5 IN < L Thus, Fb = 0.6 * Fy = 30,000 PSI Maximum Static Load per Level depends on: Moment Capacity If, fb = M/Sx Then, 0.6 * Fy = (16*wl"2/8)/Sx Thus, Beam Properties Max Wt./Level = [9.6*Fy*Sx/(8 * L)]*a Ix = 2.430 INA4 = (9.6* 50 KSI * 1.137 IN^3)/(0.936*97 IN)*0.875 Sx = 1.137 IN"3 = 5,343 LB/LVL <=== GOVERNS Fy = 50,000 PSI OR, Length=L = 97.0 IN t = 0.036 IN b = 1.780 IN 2) Allowable Deflection P, Dallow = L/180 = 0.539 IN And, D = [5w(L)^4/(384*E*Ix)]*8 Then, Max Wt./Level = 2*[(384*E*Ix*©allow)/(5*L^3 *10] = 6,828 LB/LVL Thus ax' urrt Allowable Live Load / Level = 5,293 LBf LVL a = Impact Coefficient = 0.875 8 = 0.936 LEVEL Mstatic Mimpact Mallow(static) Mseismic Mseismic(allow) Result 1 20,144 IN -LB 23,022 IN -LB 34,110 IN -LB 19,610 IN -LB 45,480 IN -LB Good MATERIAL HANDLING ENGINEERING TsL:(9n9) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 Prime Now uCyUvVA5 BOLD ]z nF 8/7/2019 Beam TmColumn Connection: 4TABS yNconn=O.7*O.JS*mAcnnn'seismic CAPACITY OFCONNECTOR: a)SHEAR CAPACITY UFTAB Tab height = 0.525 IN Tab thicknea=8.1Z0|N Area= (0.625 |N)*(0.12 |N) Py=Bl000 PSI Pmax=A~Fv b}B[ARNG ON COLUMN: [d. thicknea=U.U75|N Beahng|eng¢h= 0.625 IN Fu=QlOOOPSI Abrg.=.O47|N^2 Pmaxbrg.= Fu*Ab, ~ z'Ol3LB dMOMENT CAPACITY OF BRACKET: SINCE TAB GOVERNS P1= 1,500 LB w1conn.cap.= P1~6.5+P2*4.5+P3~2.5+P4^0.5 [=Pl+PZ+P3+P4 = Pl+(4.5/6.5)Pl+(2.5/6.5)Pl+(0.5/6.5)P1 =2.1S4P1 P1=1,50DLB PZ= (4.5/6.5)Pl = 1,U38L8 P3= (2.5/6.5)p1 =577L8 p4= (0.5/6.5)P1 MATERIAL HANDLING ENGINEERING TEL: (909)80-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now 4[(uvVA5 uoLo 33 xr Transverse Brace Ana|Vsis It is assumed that the transverse braces resist the seismic shear in tension and compression, with compression being critical inthe design. Diagonal Member Vtransv=UJ~V = 1,l97LB Ldiag= [(D-3^)"2+(H-6l^2]^0,5 = 45.5|N Pmax=V*(Ldiag/D) = 1,159.5LB <kVrmax= (k* Ldiag)/r min =1x45.5|N/V4Z7|N = 1O6.6|N He= n"[/(kI/r)^ = 25,179P51 6|N[EFe»Fy/Z Fn=Fy*(14\Y4f ) = 25,178P3| Pn=AR[A*Fn = O.l35|N^Z~Z5l78PSI Pa|low=Pn/Qc =]399LB/1.9Z = 1'77OL8 fo/Fa= 0.65 < 1.0 0K Horizontal Member Similarly for horizontal members. Pmav= 1,197LB fa/Fa= 0.51 < 1.0 OK u LOWER BRACE PANEL ELEVATION H=1l7|N D=47.O|N Horizontal Member t = 0.036 IN AREA =0.EOIN^2 rmin =0.427|N Fy=5000PSI Diagonal Member t=8.036|N AREA=0.2B|N"Z rmin =O.4J7|N Fy=S0,0UPSI MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 34 RF 8/7/2019 Overturning Analysis Fully loaded: Movt = 121,807 IN -LB MDL= 150LBx47IN/2 = 3,525 IN -LB MPL = 7035 LB x 47 IN / 2 = 165,323 IN -LB Vcol = 0.7*Vtotal/2 = 599 LB d = 47.0 IN Allowable Tension = 750 LB Allowable Shear = 1,010 LB # of Anchors/Plate = 2 Puplift = [0.7 x Movt - (0.6-0.11SDs) x MDL - (0.6-0.14S00 x MPL] / d = [0.7*121807 - (0.6-0.11*0.95)*3525 - (0.6-0.14*0.,95)*165323] IN -LB / 47 IN = 134 LB <__= UPLIFT Interaction Equation [134 LB/ 1500 LB] + [599 LB/ 2020 LB] = Top loaded only: Movt = 79,425 INI-LB MDL = 3,525 IN -LB MPL = 3500 LB x 47 IN / 2 = 82,250 IN -LB Vcol = 0.7*Vtop/2 = 304 LB 0.39 < 1.2 Therefore OK d = 47.0 IN Allowable Tension = 750 LB Allowable Shear = 1,010 LB # of Anchors/Plate = 2 Puplift = [0.7 x Movt - (0.6-0.11SDs) x MDL - (O.6-O.14SDs) x MPLapp] / d = [0.7*79425 - (0.6-0.11*0.95)*3525 - (0.6-0.14*0.95)*82250] IN -LB / 47 IN = 329 LB <=== UPLIFT INTERACTION EQN. [329 LB/750 LB] + [304 LB/1010 LB] = 0.37 < 1.2 Therefore OK MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 0 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOW 35 RF 8/7/2019 LRFD Load Combination - For Slab and Soil Analysis Load combination per RMI 2.2 1 1.4DL+ 1.2PL 2 1.2DL + 1.6PL+ 1.6LL + 0.5(Lr or SL or RL) 3 1.2DL + 0.85PL + (0.5LL or 0.8WL) + 1.6(Lr or SL or RL) 4 1.2DL + 0.85PL + 0.5LL + 1.6WL + 0.5(Lr or SI or RL) 5(1.2+0.2SD5)DL+(0.85+0.250s)PL+0.5LL+El. +0.2SL 6 (0.9-0.25Ds)DL + (0.9-0.2505)PLapp - EL DL-total/col = 75 LB PL-total/col = 5,250 LB E = 2,592 LB ad combination 1 Pmax = 1.4DL + 1.2PL = 1.4 x 75 LB + 1.2 x 5250 LB = 6,405 LB Load combination 2 Pmax = 1.2DL + 1.6PL = 1.2 x 75 LB + 1.6 x 5250 LB = 8,490 LB Load combination 3 & 4 Pmax= 1.2DL+0.85PL = 1.2 x 75 LB + 0.85 x 5250 LB = 4,553 LB Load combination 5 Resultant Load combination 1.4DL + 1.2PL 1.2DL+ 1.6PL 1.2DL + 0.85PL 1.2DL + 0.85PL (1.2+0.2SDs)DL+ (0.85+0.25Ds)PL+ EL (0.9-0.250)DL+ (0.9-0.2SDs)PLapp - EL Pmax = (1.2+0.2Sos)DL+ (0.85+0.25os)PL+ EL = (1.2+0.2*0.95) x 75 LB + (0.85+0.2*0.95) x 5250 LB + 2592 LB = 8,156 LB Load combination 6 Pmax = (0.9-0.25Ds)DL + (0.9-0.250s)PLapp - EL = (0.9-0.2*0.95) x 75 LB + (0.9-0.2*0.95) x 3518 LB - 2592 LB = -41 LB MATERIAL HANDLING ENGINEERING TEL: (909)869'0989 1130 E. CYPRESS STREET, COVINA, CA 91724 Prime Now Ul(uvvA») BOLD 36 RF 8/7/2U19 Slab & Soil Analvsis The slab will hechecked for puncture and bearing stress. Ifnopuncture occurs, the slab isassumed todistribute the load over a larger area of the slab. a) Puncture: Fpumt=Z.66x(F\e0.5) = 2.66x(2500 PSI)^0.5 = 133PS| Apunct= [(VVeff.+d+(Def[+t)]x2xt =[(3.7O|N+SIN) +(6.S|N+5|N)]x2xS|N =2D3|N^Z fv/Fv= P/[(Apuncd(Fpunct)] = 9030 Ln/[203 |N"Zx133 PSI xO.Q = 0.55 «1.O OK b) Bearing: OBn=OfBx0xfcxA1 Pu/O8n=903OLB/313Z7L8 = 0.29 ^1.DQK 0 Slab Tension Base Plate: Asn|= P/[1/0xfs] vveff.= 3.78|N = 9030 L8/[1.0x 1000 PSF/(1441N"2/FT"2)] Oef[= 0.50{N ~ 1300|N^2 Al= 24.6 |m112 L= Aaoi|^0.5 = (I300.32 IN^Z)AD .5 Concrete: ~]G1|N D= ((VVef[)(Daf[)]^O.5+t Thickness= 5.00(N = [3.78|Nx65|N]"O.5+6 f'c= 2'500PS| = 1D.0|N b= (L-B)/Z =<36.O6|N-l0|NyZ =1IO|N K4conc= (w)(b^Z)/Z=[(1.0)(b)(b^Z)]/[144(IN "Z/FT^I)xZ] Soil: = [10x1000 P8 x(1lO3 |N)A2]/[144(IN ^2/FT^2) x2] =s89IN-LB b=1,OODp3F 5conc= 1INx(t^2)/6 = 1|Nx(5 [N)"2/h =417|N"3 0=0.6 Fnonc=5x0xpc"O.5 ~5xO.6x(25OVpSV"O.5 fb/Fb= K400nc/KS;ond(Fcond] = 589.32|N'L8/ (417|N^3)(150P5/)] = 0.94 «z.oOK MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWA5) BOLD 37 RF 8/7/2019 Gondola (Metalsistem Euroscacco) SCOPE: The purpose of this analysis is to show that the following storage fixtures complies with the specifications set forth in Section 1613 of the 2016 CBC and Section 13 of ASCE 7-10. PARAMETERS: The system will be analyzed for seismic loading utilizing the following equation: Fp=[0.4*ap*Sos*Ip/Rp)*Wp*[1+2(z/h)) EXCEPT WHERE: SPECIFICATIONS: CONFIGURATIONS: Fp shall not be taken as less than 0.3*Sos*Ip*Wp and Fp is not required to be taken as greater than 1.6*Sos*Ip*Wp Steel, Fy- 50,000 PSI Bolts - ASTM A307 unless otherwise noted Anchors - 3/8"0 x 2-3/8" EMBED. DeWalt Power -Stud+ SD2 (ICC ESR-2502) Slab - 5 IN x 2500 P51 Soil - 1,000 PSF Type Levels Type 12-G1 7 Type 12-G3 6 Type 12-G5 5 Type 12-G7 6 Type 12-G9 6 Type 16.5-G1 7 Type 16.5-G3 6 Type 16.5-G5 5 Type 16.5-G7 6 Type 16.5-G9 6 Type 24-G1 6 Type 24-G3 6 Type 24-G5 5 Type 24-G7 6 Type 24-G8 3 Type 24-G9 6 Critical Configuration to be analyzed. Max. Load/Arm 200 LB 200 LB 200 LB 200 LB 200 LB 400 LB 400 LB 400 LB 400 LB 400 LB 300 LB 300 LB 300 LB 300 LB 300 LB 300 LB Design Load/Arm 100 LB 100 LB 100 LB 100 LB 100 LB 100 LB 100 LB 100 LB 100 LB 100 LB 100 LB 100 LB 100 LB 100 LB 200 LB 100 LB Max. Load/Bay 700 LB 600 LB 500 LB 600 LB 600 LB 700 LB 45 to 50 600 LB 500 LB 600 LB 600 LB 600 LB 51 to 56 600 LB 500 LB 600 LB 600 LB 600 LB Calc. Pages 38 to 44 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 Prime Now uI(ovvA5 BOLD 38 RF 8/7/ 0lg Loads & Distribution: Tvpe12-G1Double Sided Per ASCE 7-1OChapter 13.3 Fa=1.00 Ss=1.42 4o=O.947 |p= 1 ap=1 Rp= 2.5 <=== ASSUMED SITE CLASS D 0.4uapxSo, x(1+2z/h)xVVp/[Rp/1p] 1/6uSD5x(pxVVp 0.3wSjax|pxVVp #�OFLEVELS =7LVL wDL/she|f=1OLB VVp=107DLB <=== Double Sided LONGITUDINAL & TRANSVERSE DIRECTION 0.7*V=0J*0.284VVp ~I14iR Depth = 24.0 IN z=8 h=1 0.152xWp 1.515xVVp SHALL NOT 8EGREATER THAN 0.I84xVVp SHALL NOT BELESS THAN 0.384xVVp GOVERNS LATERAL FORCE DISTRIBUTION h LEVEL WEIGHT HEIGHT Mot 16.5|N 1 220L8 17\N 10|N 2 220L8 27|N 10|N 3 220LB 37|N 14|N 4 ]ZOLB Sl|N 14|N S 220L8 65 IN ln|N 6 220LB 75|N 91N 7 220i8 84|N 3lLB 3zLB 31LB 31LB 3lLB 31LB 3lLB 5O5|N-LB O11|N'L8 1,117|N'L8 1,546|N'L8 l,g75/N'LB Z'2O1|m'L8 2'556|N'LB 2140 MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now Vl(LIWAS) an0 ye RF 8/7/2019 Transverse Cm;wnnmAnalvsis: Analyzed per A|S|.Section properties are based onnet effective sections. P=1,540LIB N8=0.75*W1mt=8,094IN-LB KxLx/m= 2x55.95|N/1.015|N = 110.2 (N/r)mox KyLy/ry= 1x1I |N/0.514 IN = 23.3 ru= (rx^Z+ry^Z+xo^Z)^O.S = 1.138 IN 0= 1'(xo/ro)"2 = 1.000 Feistaken as the smaller ofFeland FeZ: Fel= u^2E/(KL/r)max^2 = 23.9SK5| nex=u^3E/(KxLx/m)^2 = 23.95 KS| nt= I/Arp^Z[GJ+(TT^ZECvx)/(KtLt)^Z] =586U.56KS| Fe2=1/(28)x{(nex+nd-[(nex+(yt)^2'<4x0xcve"x(yt}l"O.51 SECTION PROPERTIES = 23.95 K8 A= 1.188 IN Fe~ 23.95 K8 8= 3.135 IN Fy/Z= 25.00KB | Since, Fe ^Fy/3 � Then' Fn= Fe t= 0.090 IN = 23.95 K8 A= 0.680 |N"Z Pn=AeffxFn |n=V,7OU|N"4 = 16,289 LB Sx= 0,440|N^3 Dc= 1.92 rx= 1.015 IN Pa= Pn/Qc =8,404L8 P/Pa~ 0.18 > 0.15 Thus' check: P/Pa+(Cmx~K8x)/lMax~4x> s 1.0 P/Pau+ W1x/Kxax!5 1.0 Pno=AexFy =34'0O0LB Pao=Pno/Oc =17,70@L8 m1e=Cbx,oxAeMx(oeyxnt)^0.5 = 1'368|N'K|P yNy= SxxFy = 22'000|N'L8 Mc=My[1'K4y/(4K4e)] = 21'912 IN -LB xxax=kxaxo= Mc/Of = 13'121{N'LB px= (1/!1-(Dc*P/Pcd)}^'l = 0.82 ly= 0.180 |N^4 Sy=O3lO|N"3 ry= 0.514 IN J= 0,450(N"4 [w= 0.032|N"6 xo= 0.000 IN Kx= 2.0 Lx= 56.O|N Ky= 1.0 Ly= zZ.O|m K1= 1.0 Lt= 12-00|N Fy= 6OK3| G=l1,3OU E=Z9'6VOK3f [mx=O.85 [b= 1.0 Of= 1.67 Thus, (1540L8/8484LB) +m85x8V94|m'LDy(z3lZ1IN-LB x0.8l)= 0.82 «z.0, OK (1540LB/Dn08LB) +(8094|N'L8/13121/m'LB)= 0.70 <2'0, OK MATERIAL HANDLING ENGINEERING TEL: (909)80'0989 1130 E. CYPRESS STREET, COVINA, CA 91724 Prime Now UI(UVVA5) BOLD 40 nF 8/7/2019 Base Check: Mmax=8,09 IN -LB fb=K4max,seismic/Sx =8O94IN-LB /O.86(N^3 = 9'41ZPS| Fb=0.6xFy fb/Fb= 0.31 <1/0Therefore Qk t=O.0GOiN Sx=O,860|N^3 Fy=50,O00 PSI MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 41 RF 8/7/2019 Overturning Analysis: Type 12-G1 Double Sided Vtotal = 214 LB Mot = 2(V * H) DEPTH (D) = 24 IN = 10,792 IN -LB TOP SHELF HEIGHT = 84 IN Mst = (wPL + wDL)*(D/2) = (1400 LB + 140 LB)*24 IN/2 = 18,480 IN -LB Puplift = Mot-(0.6-0.11S0s)*Mst/D = (10792 IN -LB - 9163 IN-LB)/24 IN = 68 LB <= UPLIFT ANCHOR: QUANTITY= 2 OCCURRENCE = 2 PULLOUT = 750 LB SHEAR = 1010 LB IPs/Pt + Vs/Vt <_ 1.2 COMBINED STRESS = (136 LB/(2*750 LB)) + (214 LB/(2*1010 LB)) = 0.20 < 1.2 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWA5) BOLD 42 RF 8/7/2019 Loads & Distribution: Type 12-G1 Single Sided Per ASCE 7-10 Chapter 13.3 Fa = 1.00 Ss = 1.42 So$ = 0.947 Ip= 1 ap = 1 Rp = 2.5 <__= ASSUMED SITE CLASS D 0.4 x ap x Sos x (1+2z/h) x Wp/ [Rp/ Ip] 1.6 xSosx 1p xWp 0.3 xSosx 1p xWp #. OF LEVELS = 7 LVL wDL/shelf = 10 LB wPL/shelf = 100 LB Wp = 539 LB <=== Single Sided LONGITUDINAL & TRANSVERSE DIRECTION 0.7*V = 0.7*0,284 Wp = 107 LB Depth = 12.0 IN z = 0 h= 1 0.152 x Wp 1,515 x Wp SHALL NOT BE GREATER THAN 0.284 x Wp SHALL NOT BE LESS THAN 0.284 x Wp GOVERNS LATERAL FORCE DISTRIBUTION h LEVEL WEIGHT HEIGHT Fi Mot 16.5 IN 1 110 LB 17 IN 10.0 IN 2 110 LB 27 IN 10.0 IN 3 110 LB 37 IN 14.0 IN 4 110 LB 51 IN 14.0 IN 5 110 LB 65 IN 10.0 IN 6 110 LB 75 IN 9.0 IN 7 110 LB 84 IN 15 LB 15 LB 15 LB 15 LB 15 LB 15 LB 15 LB 253 IN -LB 406 IN -LB 559 IN -LB 773 IN -LB 987 IN -LB 1,140 IN -LB 1,278 IN -LB 84 IN i 770 LB 107 LB 5,396 IN -LB MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWA5) BOLD 43 RF 8/7/2019 Transverse Column Analysis: Analyzed per AISI. Section properties are based on net effective sections. P= 770 LB M= 7,281 IN -LB 0.75*Mot+Mstatic KxLx/rx = 2 x 55.95 IN/1.015 IN = 110.2 <___ (KI/r)max KyLy/ry = 1 x 12 IN/0.514 IN = 23.3 ro= (rx^2 + ry^2 + xo^2)^0.5 = 1.138 IN f3= 1-(xo/ro)^2 = 1.000 Fe is taken as the smaller of Fel and Fe2: Fe1= n^2E/(KL/r)max^2 = 23.95 KSI hex= rt^2E/(KxLx/rx)^2 = 23.95 KSI cat= 1/Aro^2[GJ+(n^2ECw)/(KtLt)^2) = 5850.56 KSI Fe2= 1/(2f3) x {(aex+at)-((aex+at)^2-(4 x 8 x aex x at)]^0.5} SECTION PROPERTIES = 23.95 KSI A = 1.188 IN Fe= 23.95 KSI B = 3.125 IN Fy/2= 25.00 KSI Since, Fe < Fy/2 Then, Fn= Fe t = 0.090 IN = 23.95 KSI A = 0.680 INA2 Pn= Aeff x Fn Ix = 0.700 INA4 = 16,289 LB Sx = 0.440 INA3 Oc= 1.92 rx = 1.015 IN ly = 0.180 IN^4 Pa= Pn/Qc Sy = 0.310 INA3 = 8,484 LB ry = 0.514 IN P/Pa= 0.09 < 0.15 J = 0.450 IN^4 Thus, check: P/Pa + Mx/Max <_ 1.0 Cw = 0.032 IN^6 xo = 0.000 IN Pno= Ae x Fy Kx = 2.0 = 34,000 LB Lx = 56.0 IN Pao= Pno/Oc Ky = 1.0 = 17,708 LB Ly = 12.0 IN Me= Cb x ro x Aeff x (aey x 0t)1'0.5 Kt = 1.0 = 1,368 IN -KIP Lt = 12.00 IN My= Sx x Fy Fy= 50 KSI = 22,000 IN -LB G= 11,300 Mc= My[1-My/(4Me)] E= 29,500 KSI = 21,912 IN -LB Cmx= 0.85 Max=Maxo= Mc/Qf Cb= 1.0 = 13,121 IN -LB Of= 1.67 µx= (1/[1-(Oc*P/Pcr)]}^-1 = 0.91 Thus, (770 LB/8484 LB) + (7281 IN-LB/13121 IN -LB) = 0.65 <1.0, OK MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO, CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 44 RF 8/7/2019 Overturning Analysis: Type 12-G1 Single Sided Vtotal = 107 LB Mot = 1(V * H) DEPTH (D) = 12 IN = 5,396 IN -LB TOP SHELF HEIGHT = 84 IN Mst = (wPL + wDL)*(D/2) = (700 LB + 70 LB)*12 IN/2 = 4,620 IN -LB Puplift = Mot-(0.6-0.11Sps)*Mst/D = (5396 IN -LB- 2291 IN-LB)/12 IN = 259 LB <= UPLIFT ANCHOR: QUANTITY= 2 OCCURRENCE = 2 PULLOUT = 750 LB SHEAR = 1010 LB Ps/Pt + Vs/Vt <_ 1.2 COMBINED STRESS = (518 LB/(2*750 LB)) + (107 LB/(2*1010 LB)) = 0.40 < 1.2 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 45 RF 8/7/2019 Loads & Distribution: Type 16.5-G1 Double Sided Per ASCE 7-10 Chapter 13.3 Fa = 1.00 Ss = 1.42 Sps = 0.947 Ip = 1 ap = 1 Rp = 2.5 <__= ASSUMED SITE CLASS D 0.4 x ap x Sps x (1+2z/h) x Wp/ [Rp/ Ip] 1.6xSE* xlpxWp 0.3xSpsxlpxWp #. OF LEVELS = 7 LVL wDL/shelf = 10 LB wPL/shelf = 100 LB Wp = 1078 LB <=== Double Sided ;LONGITUDINAL & TRANSVERSE DIRECTION 0.7*V = 0.7*0.284 Wp = 214 LB Depth = 33.0 IN z = 0 h = 1 0.152 x Wp 1.515 x Wp SHALL NOT BE GREATER THAN 0.284 x Wp SHALL NOT BE LESS THAN 0.284 x Wp GOVERNS LATERAL FORCE DISTRIBUTION h LEVEL WEIGHT HEIGHT Fi Mot 16.5 IN 1 220 LB 17 IN 10 IN 2 220 LB 27 IN 10 IN 3 220 LB 37 IN 14 IN 4 220 LB 51 IN 14 IN 5 220 LB 65 IN 10 IN 6 220 LB 75 IN 9 IN 7 220 LB 84 IN 31 LB 31 LB 31 LB 31 LB 31 LB 31 LB 31 LB 505 IN -LB 811 IN -LB 1,117 IN -LB 1,546 IN -LB 1,975 IN -LB 2,281 IN -LB 2,556 IN -LB 84 IN 1540 LB 214 LB 10,792 IN -LB MATERIAL HANDLING ENGINEERING TsL(9O9) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now UI(UvvA5) BOLD 46 nF 8/7/2019 Transverse Co|ummnAnahKs1m; Analyzed per A|5iSection properties are based onnet effective sections. P= 1,540 Lm [N=O.75~YNot=8,O94IN-LB KxLx/m=ZxS5.9S|m/l.Vl5|N = 110.2 <===(K|/r)max KyLy/ry=lx1J|N/O.514|N = 23.3 ,n=(rx^2+ry^I+xo"Z)"U.6 = 1,138|N 8= l'(xo/ro)^Z = 1.000 Feistaken asthe smaller nfFeIand Fe2: Fez=n"ZE/(KUr)mox^Z = 23.95 K5| crex= n"2E/(KxLx/m)^2 = 23.95 K5| nt= 1/Aro^2[G}+(n^2E[vv)/(KtLU^2] = 5850.66KS[ FeZ= 1/(28)x((nex+nd'[(oex+ot)^2<4x9xnexxntD^O.5} SECTION PROPERTIES = 23.95 K5| A= 1.188 IN Fe= 23.95KS| B= 3.125 IN Fy/2=25.00K8 Since, Fe <Fy/Z Then' Fn~ Fe t= 0.090 IN = 23.95 KS| A= 0.680|N^2 Pn=AeffxFn |x=VJOV(N^4 = 16,289 LB 3x= 0.440|N^3 Dc= 1.92 m= 1.015 /N ly= 0,180 |N^4 SY=0310|N^3 ry= 0.514 IN ]=O.45O|N^4 [w= 0.032 |N"G xo= 0.000 IN Kx= 2,0 Lx= 56.0 IN xy= 1.0 Ly= 1Z.O|N Kt= 1.0 it= 13.80|N Fy= 50u5| G=11,30O E=J9'5O0KS| Cmx= 0.85 [b=l.O Df= 1.67 Pa= Pn/Dc ~8,484 LB P/Pa= 0.18 ' 0.15 Thu4chech: P/Pa+([mx~K1x)/(K4ax*px)y 1.0 p/pan + m1x/xxax5 zo Pno=AexFy =34,OUDLB Pao=Pno/Oc = 17,7V8LB K4e=[b"roxArffx(oeyxnt)"0.5 ~ 1'368|m'K/P N1v= 5xxFy =ZZ'O0D|N'L8 [Nc=yWy[l'x8y/(4K4e)) = 21'912|N'18 x»ax=x4oxo= Mc/Of = 13'121|m'L8 px= {l/[1'(Dc*P/Pcr)]>^'l = 0.82 Thus, (154UL8/8484LB) +K).85x8O94|N'i8k1l31Z1IN-LIB x0.8Z>~ 0.02 =10, OK MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWA5) BOLD 47 RF 8/7/2D19 Overturning Analysis: Type 16.5-G1 Double Sided Vtotal = 214 LB Mot = 1(V * H) DEPTH (D) = 33 IN = 10,792 IN -LB TOP SHELF HEIGHT = 84 IN Mst= (wPL + wDL)*(D/2) = (1400 LB + 140 LB)*33 IN/2 = 25,410 IN -LB Puplift = Mot-(0.6-0.11Sp5)*Mst/D = (10792 IN -LB - 12599 IN-LB)/33 IN = 0 LB <= NO UPLIFT ANCHOR: QUANTITY= 2 OCCURRENCE = 2 PULLOUT = 750 LB SHEAR = 1010 LB Ps/Pt + Vs/Vt < 1.2 COMBINED STRESS = (0 LB/(2*750 LB)) + (214 LB/(2*1010 LB)) = 0.11 < 1.2 OK MATERIAL HANDLING ENGINEERING TEL: (909)869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY uxrs Prime Now UI(UWA5) aoLo 48 RF 8/7/2019 Loads && Distribution: Type 16.5-Gl Single Sided Fa=1.00 5s=1.42 SDa=O.347 |p= 1 ap=1 Rp= 2.5 <=== ASSUMED SITE CLASS D 0.4xapxSax(1+2z/h)xWp/[Rp/1p] 1.6xSD5x|pxVVp 0.3xSmx|pnVVp # OF LEVEiS= 7 LVL wDUshelf~l0LB wPUshe|f=1O0 LB 0p=5390 <==Single Sided LONGITUDINAL & TRANSVERSE DIRECTION 0.7*V= 0.7*0.284VVp ~ 1U7LB Depth = 16.5 IN z=O h=l [.15ZxVVp 1.515xVVp SHALL NOT 8EGREATER THAN 0.284xVVp SHALL NOT 8ELESS THAN 0.284xVVp GOVERNS LATERAL FORCE DISTRIBUTION h LEVEL WEIGHT HEIGHT Fi Mot 16.5|N 1 110LB 17|m lO.O|N 2 110LB 27|N 10.0|N 3 110U8 37|N 14.0|m 4 118LB 51|N 14.0|N 5 110L8 65|N zO.O/w 6 zzVuB 75 IN 9.0|m 7 110U8 84/N 150 150 150 150 150 zsm l50 Z53|N-LB 4V6|N'L8 559|N'iB 773/N'LR 987|N'LB 1,14V/m'L8 1,278 IN -LB B9 |N'0 SEIZMIC MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWA5) BOLD 49 RF 8/7/2019 Transverse Column Analysis: Analyzed per AISI. Section properties are based on net effective sections. P= 770 LB M= 8,494 IN -LB 0.75*Mot+Mstatic KxLx/rx = 2 x 55.95 IN/1.015 IN = 110.2 <=== (KI/r)max KyLy/ry = 1 x 12 IN/0.514 IN = 23.3 ro= (rxA2 + ryA2 + xoA2)A0.5 = 1.138 IN 6= 1-(xo/ro)A2 = 1.000 Fe is taken as the smaller of Fel and Fe2: Fe1= nA2E/(KL/r)maxA2 = 23.95 KSI hex= nA2E/(KxLx/rx)A2 = 23.95 KSI at= 1/AroA2[G1+(nA2ECw)/(KtLt)A2] = 5850.56 KSI Fe2= 1/(213) x {(cTex+at)-[(aex+at)A2-(4 x 8 x csex x at)]A0.5} = 23.95 KSI Fe= 23.95 KSI Fy/2= 25.00 KSI Since, Fe < Fy/2 Then, Fn= Fe = 23.95 KSI Pn= Aeff x Fn = 16,289 LB Dc= 1.92 Pa= Pn/Qc = 8,484 LB P/Pa= 0.09 < 0.15 Thus, check: P/Pa + Mx/Max <_ 1.0 Pno= Ae x Fy = 34,000 LB Pao= Pno/Qc = 17,708 LB Me= Cb x ro x Aeff x (aey x at)A0.5 = 1,368 IN -KIP My= Sx x Fy = 22,000 IN -LB Mc= My[1-My/(4Me)] = 21,912 IN -LB Max=Maxo= Mc/af = 13,121 IN -LB µx= {1/[1-(Oc*P/Pcr)]}A-1 = 0.91 SECTION PROPERTIES A = 1.188 IN B = 3.125 IN t = 0.090 IN A = 0.680 INA2 Ix = 0.700 INA4 Sx = 0.440 INA3 rx = 1.015 IN ly = 0.180 INA4 Sy = 0.310 INA3 ry = 0.514 IN J = 0.450 INA4 Cw = 0.032 INA6 xo = 0.000 IN Kx = 2.0 Lx=56.0IN Ky = 1.0 Ly = 12.0 I N Kt = 1.0 Lt = 12.00 IN Fy= 50 KSI G= 11,300 E= 29,500 KSI Cmx= 0.85 Cb= 1.0 Of= 1.67 Thus, (770 LB/8484 LB) + (8494 IN-LB/13121 IN -LB) = 0.74 < 1.0, OK MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 50 RF 8/7/2019 Overturning Analysis: Type 16.5-G1 Single Sided Vtotal = 107 LB Mot = 1(V * H) DEPTH (D) = 17 IN = 5,396 IN -LB TOP SHELF HEIGHT = 84 IN Mst = (wPL + wDL)*(D/2) _ (700 LB + 70 LB)*16.5 IN/2 = 6,353 IN -LB Puplift = Mot-(0.6-0.1.1SDS)*Mst/D = (5396 IN -LB - 3150 IN-LB)/16.5 IN = 136 LB <= UPLIFT ANCHOR: QUANTITY= 2 OCCURRENCE = 2 PULLOUT = 750 LB SHEAR = 1010 LB Ps/Pt + Vs/Vt <_ 1.2 COMBINED STRESS = (272 LB/(2*750 LB)) + (107 LB/(2*1010 LB)) = 0.23 < 1.2 OK MATERIAL HANDLING ENGINEERING TEL: (909)8E9-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 Prime Now LLC(UvVA5) BOLD 51 R; 8/7/2019 Loads @&Distribution: Tvpe 24-Gl Double Sided Fa=1.00 5a=1.42 So,= 0.947 <p= l ap=1 Kp= 3.5 <=== ASSUMED SITE CLASS D 0,4xapxSox(1+2z h)nVVp/[Rp/[p] 1.6xSDSn|PxVVp 0.3xSo5n|pwVVp OFLEVELS =6LVL =DL/shelf=15LB vvp~gu4U} <~~~ Double Sided LONGITUDINAL & TRANSVERSE DIRECTION 0.7~V=0.7*0.284VVp =196L8 Depth = 48.0 IN z = 0 h=1 C.l5Zxvvp 1.515xVVp SHALL NOT BEGREATER THAN 0.284xVVp SHALL NOT BELESS THAN LATERAL FORCE DISTRIBUTION h LEVEL WEIGHT HEIGHT Fi Mot 18.5|N 1 230U} 19|N 12|N Z 230LB 30|N 12|N 3 230LB 42|N 11|N 4 230LD 53|N 14|N 5 230iV 67|N 14|N 6 230L8 Ol|N 330 33LB 3]LB 33LB 33U8 33LB 6O3|N-L8 g78|N'LB 1,353|N'U8 1,7lZ|N'LB Z.l68|N'U8 Z,625|N'LB 9,439 IN -LB MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT Prime Now LLC (UWAS) FOR BOLD SHEET NO. 52 CALCULATED BY RF DATE 8/7/2019 Transverse Column Analysis: Analyzed per AISI. Section properties are based on net effective sections. P= 1,380 LB M=0.75*Mot= 7,079 IN -LB KxLx/rx = 2 x 53.94 IN/1.015 IN = 106.3 <=== (KI/r)max KyLy/ry = 1 x 12 IN/0.514 IN = 23.3 ro= (rx^2 + ry^2 + xo^2)^0.5 = 1.138 IN f3= 1-(xo/ro)^2 = 1.000 Fe is taken as the smaller of Fe1 and Fe2: Fe1= rt^2E/(KL/r)max^2 = 25.77 KSI crex= n^2E/(KxLx/rx)"2 = 25.77 KSI cst= 1/Aro^2[GJ+(n^2ECw)/(KtLt)^2] = 5850.56 KSI Fe2= 1/(2I) x {(crex+ot)-[(o.ex+c t)"2-(4 x fS x hex x 6t)]"0.5} = 25.77 KSI Fe= 25.77 KSI Fy/2= 25.00 KSI Since, Fe > Fy/2 Then, Fn= Fy(1-Fy/4Fe) = 25.75 KSI Pn= Aeff x Fn = 17,510 LB Qc= 1.92 SECTION PROPERTIES A = 1,188 1N B = 3.125 IN t = 0.090 IN A = 0.680 IN^2 Ix = 0.700 1N^4 Sx = 0.440 IN^3 rx = 1.015 IN ly = 0.180 IN^4 Pa= Pn/Oc Sy = 0.3101N^3 = 9,120 LB Ty = 0.514 IN P/Pa= 0.15 > 0.15 J = 0.450IN^4 Thus, check: P/Pa + (Cmx*Mx)/(Max*µx) 51.0 Cw = 0.032 IN^6 P/Pao + Mx/Max 5 1.0 xo = 0.000 IN Pno= Ae x Fy Kx = 2.0 = 34,000 LB Lx = 53.9 IN Pao= Pno/Qc Ky = 1.0 = 17,708 LB Ly = 12.0 IN Me= Cb x ro x Aeff x (6ey x 6t)^0.5 Kt = 1.0 = 1,368 IN -KIP Lt = 12.00 IN My= Sx x Fy Fy= SO KSI = 22,000 IN -LB G= 11,300 Mc= My[1-My/(4Me)) E= 29,500 KSI = 21,912 IN -LB Cmx= 0.85 Max=Maxo= Mc/Of Cb= 1.0 = 13,121 IN -LB Of= 1.67 µx= {1/[1-(Oc*P/Pcr)]}^-1 = 0.85 Thus, (1380 LB/9120 LB) + (0.85 x 7079 IN-LB)/(13121 IN -LB x 0.85) = 0.69 <1.0, OK (1380 LB/17708 LB) + (7079 IN-LB/13121 IN -LB) = 0.62 <1.0, OK MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 53 RF 8/7/2019 Overturning Analysis: Type 24-G1 Double Sided Vtotal = 196 LB Mot = Z(V * H) DEPTH (D) = 48 IN = 9,439 IN -LB TOP SHELF HEIGHT = 81 IN Mst = (wPL + wDL)*(D/2) = (1200 LB + 180 LB)*48 IN/2 = 33,120 IN -LB Puplift = Mot-(0.6-0.11505)*Mst/D = (9439 IN -LB - 16422 IN-LB)/48 IN = 0 LB <= NO UPLIFT ANCHOR: QUANTITY= 2 OCCURRENCE = 2 PULLOUT = 750 LB SHEAR = 1010 LB Ps/Pt + Vs/Vt <_ 1.2 COMBINED STRESS = (0 LB/(2*750 LB)) + (196 LB/(2*1010 LB)) = 0.10 < 1.2 OK MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT Prime Now LLC (UWAS) FOR BOLD SHEET NO. 54 CALCULATED BY RF DATE 8/7/2019 ;Loads & Distribution: Type 24-G1 Single Sided ;Per ASCE 7-10 Chapter 13.3 Fa = 1.00 Ss = 1.42 Sas = 0.947 Ip = 1 ap = 1 Rp = 2.5 <__= ASSUMED SITE CLASS D 0.4 x ap x Sos x (1+2z/h) x Wp/ [Rp/ Ip] 1.6xSpsxlpxWp 0.3 x Sin x 1p x Wp #. OF LEVELS = 6 LVL wDL/shelf = 15 LB wPL/shelf = 100 LB Wp = 492 LB <=== Single Sided LONGITUDINAL & TRANSVERSE DIRECTION 0.7*V = 0.7*0.284 Wp = 98 LB Depth = 24.0 IN z = 0 h= 1 0.152 x Wp 1.515 x Wp SHALL NOT BE GREATER THAN 0.284 x Wp SHALL NOT BE LESS THAN 0.284 x Wp GOVERNS LATERAL FORCE DISTRIBUTION h LEVEL WEIGHT HEIGHT Fi Mot 18.5 IN 1 115 LB 19 IN 11.5 IN 2 115 LB 30 IN 11.5 IN 3 115 LB 42 IN 11.0 IN 4 115 LB 53 IN 14.0 IN 5 115 LB 67 IN 14.0 IN 6 115 LB 81 IN 16 LB 16 LB 16 LB 16 LB 16 LB 16 LB 302 IN -LB 489 IN -LB 677 IN -LB 856 IN -LB 1,084 IN -LB 1,312 IN -LB 81 IN 690 LB 98 LB 4,719 IN -LB MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWAS) BOLD 55 RF 8/7/2.019 Transverse Column Analysis: Analyzed per AISI. Section properties are based on net effective sections. P= 690 LB M= 9,443 IN -LB 0.75*Mot+Mstatic KxLx/rx = 2 x 53.94 IN/1.015 IN = 106.3 <___ (KI/r)max KyLy/ry = 1 x 12 IN/0.514 IN = 23.3 ro= (rx^2 + ry^2 + xo^2)^0.5 = 1.138 IN B= 1-(xo/ro)^2 = 1.000 Fe is taken as the smaller of Fel and Fe2: Fe1= rt^2E/(KL/r)max^2 = 25.77 KSI hex= rt"2E/(KxLx/r()^2 = 25.77 KSI at= 1/Aro^2[GJ+(n"2ECw)/(KtLt)"2] = 5850.56 KSI Fe2= 1/(213) x ((aex+at)-[(aex+at)^2-(4 x f3 x hex x at)]^0.5} SECTION PROPERTIES = 25.77 KSI A = 1.188 IN Fe= 25.77 KSI B = 3.125 IN Fy/2= 25.00 KSI Since, Fe > Fy/2 Then, Fn= Fy(1-Fy/4Fe) t = 0.090 IN = 25.75 KSI A = 0.680 INA2 Pn= Aeff x Fn Ix = 0.700 IN"4 = 17,510 LB Sx = 0.440 IN^3 Qc= 1.92 rx = 1.015 IN ly = 0.180 IN"4 Pa= Pn/Qc Sy = 0.310 IN"3 = 9,120 LB ry = 0.514 IN P/Pa= 0.08 < 0.15 J = 0.450 IN^4 Thus, check: P/Pa + Mx/Max 51.0 Cw = 0.032 INA6 xo = 0.000 IN Pno= Ae x Fy Kx = 2.0 = 34,000 LB Lx = 53.9 IN Pao= Pno/Qc Ky = 1.0 = 17,708 LB Ly = 12.0 IN Me= Cb x ro x Aeff x (aey x at)"0.5 Kt = 1.0 = 1,368 IN -KIP Lt = 12,00 IN My= Sx x Fy Fy= 50 KSI = 22,000IN-LB G= 11,300 Mc= My[1-My/(4Me)] E= 29,500 KSI = 21,912 IN -LB Cmx= 0.85 Max=Maxo= Mc/Of Cb= 1.0 = 13,121 IN -LB Of= 1.67 µx= (1/[1-(Qc*P/Pcr)]}^-1 = 0.92 Thus, (690 LB/9120 LB) + (9443 IN-LB/13121 IN -LB) = 0.80 <1.0, OK MATERIAL HANDLING ENGINEERING TEL: (909) 869-0989 1130 E. CYPRESS STREET, COVINA, CA 91724 PROJECT FOR SHEET NO. CALCULATED BY DATE Prime Now LLC (UWA5) BOLD 56 RF 8/7/2019 Overturning Analysis: Type 24-G1 Single Sided Vtotal = 98 LB Mot = 1(V * H) DEPTH (D) = 24 IN = 4,719 IN -LB TOP SHELF HEIGHT = 81 IN Mst= (wPL+wDL)*(D/2) = (600 LB + 90 LB)*24 IN/2 = 8,280 IN -LB Puplift = Mot-(0.6-0.11SDs)*Mst/D = (4719 IN -LB - 4105 IN-LB)/24 IN = 26 LB <= UPLIFT ANCHOR: QUANTITY= 2 OCCURRENCE = 2 PULLOUT = 750 LB SHEAR = 1010 LB Ps/Pt + Vs/Vt <_ 1.2 COMBINED STRESS = (52 LB/(2*750 LB)) + (98 LB/(2*1010 LB)) = 0.08 < 1.2 OK PERMIT COORD COPY PLAN REVIEW/ROUTING SLIP PERMIT NUMBER: D19-0278 PROJECT NAME: AMAZON SITE ADDRESS: 18323 ANDOVER PARK W X Original Plan Submittal Response to Correction Letter # DATE: 08/23/19 Revision # before Permit Issued Revision # after Permit Issued DEPARTMENTS: 6\11 A- ' A -WC q4d' Building Division Fire Prevention Public Works Structural Planning Division Permit Coordinator PRELIMINARY REVIEW: Not Applicable (no approval/review required) DATE: 08/27/19 Structural Review Required REVIEWER'S INITIALS: DATE: APPROVALS OR CORRECTIONS: Approved Corrections Required Approved with Conditions Denied (corrections entered in Revie s) (ie: Zoning Issues Notation: DUE DATE: 09/24/19 REVIEWER'S INITIALS: DATE: Permit Center Use Only CORRECTION LETTER MAILED: Departments issued corrections: Bldg [2] Fire D Ping D PW Staff Initials: 12/18/2013 Nome Espailol Contact Search L&I Safety & Health Claims & Insurance 4.4 Washington State Department of Labor & Industries A-Z I lidex 11 Workplace Rights Trades & Licensing MAUDSLIEN LLC Owner or tradesperson Principals MAUDSLIEN, KRISTOFER L, PARTNER/MEMBER MAUDSLIEN, RIKKE, PARTNER/MEMBER Doing business as MAUDSLIEN LLC WA UBI No. 602 398 429 16923 32ND SW SEATTLE, WA 98166 206-241-0796 KING County Business type Limited Liability Company Governing persons KRIS L MAUDSLIEN RIKKE MAUDSLIEN; Certifications & Endorsements OMWBE Certifications No active certifications exist for this business. Apprentice Training Agent Registered training agent. Check their eligible programs and occupations, License Verify the contractor's active registration en e certification (depending on trade) and any past violations. Construction Contractor Active. Meets current requirements. License specialties GENERAL License no, MAUDSL*963NR Effective — expiration 08/18/2004— 08/18/2020 Bond Wesco insurance Co Bond account no. 46WB089525 $12,000.00 Received by L&I Effective date 10/23/2017 12/07/2017 Expiration date Until Canceled Bond history Insurance Scottsdale Ins Co Policy no. $2,000,000.00 Help us improve CPS3164197 Received by L&I Effective date 04/15/2019 04/16/2019 Expiration date 04/16/2020 Insurance history Savings No savings accounts during the previous 6 year period. Lawsuits against the bond or savings No lawsuits against the bond or savings accounts during the previous 6 year period. L&I Tax debts No L&I tax debts are recorded for this contractor license during the previous 6 year period, but some debts may be recorded by other agencies. License Violations No license violations during the previous 6 year period. Workers' comp Public Works Requirements Workplace safety and health ., Washington State Dept. of Labor 6. Industries. Use of this site is subject to the laws of the state of Washington. Help us improve V� EXIT MEANS OF EGRESS NOTES: 1. EXITS AND EXIT ACCESS DOORS SHALL BE MARKED BY AN APPROVED EXIT SIGN READILY VISIBLE FROM ANY DIRECTION OF EGRESS TRAVEL. THE PATH OF EGRESS TRAVEL TO EXITS AND WITHIN EXITS SHALL BE MARKED BY READILY VISIBLE EXIT SIGNS TO CLEARLY INDICATE THE DIRECTION OF EGRESS TRAVEL IN CASES WHERE THE EXIT OR THE PATH OF EGRESS TRAVEL IS NOT IMMEDIATELY VISIBLE TO THE OCCUPANTS. INTERVENING MEANS OF EGRESS DOORS WITHIN EXITS SHALL BE MARKED BY EXIT SIGNS. EXIT SIGN PLACEMENT SHALL BE SUCH THAT NO POINT IN AN EXIT ACCESS CORRIDOR OR EXIT PASSAGEWAY IS MORE THAN 100 FEET OR THE LISTED VIEWING DISTANCE FOR THE SIGN, WHICHEVER IS LESS, FROM THE NEAREST VISIBLE EXIT SIGN. NOTE: EXIT SIGNS ARE NOT REQUIRED IN ROOMS OR AREAS THAT REQUIRE ONLY ONE EXIT OR EXIT ACCESS. 2. EGRESS DOORS SHALL BE READILY OPENABLE FROM THE EGRESS SIDE WITHOUT THE USE OF A KEY OR SPECIAL KNOWLEDGE OR EFFORT PER CFC §1008.1.9. 3. TWO EXITS OR EXIT ACCESS DOORWAYS FROM ANY SPACE SHALL BE PROVIDED WHERE THE OCCUPANT LOAD OF THE SPACE EXCEEDS 29 OCCUPANTS PER CFC TABLE 1015.1, OR THE COMMON PATH OF EGRESS TRAVEL EXCEEDS THE VALUES IN CFC TABLE 1014.3. 4. THE MEANS OF EGRESS, INCLUDING THE EXIT DISCHARGE, SHALL BE ILLUMINATED AT ALL TIMES THE BUILDING SPACE SERVED BY THE MEANS OF EGRESS IS OCCUPIED, THE MEANS OF EGRESS ILLUMINATION LEVEL SHALL NOT BE LESS THAN 1 FOOT-CANDLE AT THE WALKING SURFACE LEVEL (CFC §1006) 5. THE POWER SUPPLY FOR MEANS OF EGRESS ILLUMINATION SHALL NORMALLY BE PROVIDED BY THE PREMISES' ELECTRICAL SUPPLY. IN THE EVENT OF POWER SUPPLY FAILURE, AN EMERGENCY ELECTRICAL SYSTEM SHALL AUTOMATICALLY ILLUMINATE AISLES AND UNENCLOSED EGRESS STAIRWAYS IN SPACES THAT REQUIRE TWO OR MORE MEANS OF EGRESS AS DEFINED IN CFC §10063. 6. THE EMERGENCY POWER SYSTEM SHALL PROVIDE POWER FOR A DURATION OF NOT LESS THAN 90 MINUTES AND SHALL CONSIST OF STORAGE BATTERIES, UNIT EQUIPMENT OR AN ON -SITE GENERATOR. THE INSTALLATION OF THE EMERGENCY POWER SYSTEM SHALL BE IN ACCORDANCE WITH CFC §604. 7. EMERGENCY LIGHTING FACILITIES SHALL BE ARRANGED TO PROVIDE INITIAL ILLUMINATION THAT IS AT LEAST AN AVERAGE OF 1 FOOTCANDLE AND A MINIMUM AT ANY POINT OF 0.1 FOOTCANDLE MEASURED ALONG THE PATH OF EGRESS AT FLOOR LEVEL ILLUMINATION LEVELS SHALL BE PERMITTED TO DECLINE TO 0.6 FOOTCANDLE AVERAGE AND A MINIMUM AT ANY POINT OF 0.06 FOOTCANDLE AT THE END OF THE EMERGENCY LIGHTING TIME DURATION. A MAXIMUM -TO -MINIMUM ILLUMINATION UNIFORMITY RATIO OF 40 TO 1 SHALL NOT BE EXCEEDED. 8. EXIT SIGNS SHALL BE INTERNALLY OR EXTERNALLY ILLUMINATED. WHEN THE FACE OF AN EXIT SIGN IS ILLUMINATED FROM AN EXTERNAL SOURCE, IT SHALL HAVE AN INTENSITY OF NOT LESS THAN 5 FOOT-CANDLES. INTERNALLY ILLUMINATED SIGNS SHALL BE LISTED AND LABELED AND SHALL BE INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS AND CFC CHAPTER 27. EXIT SIGNS SHALL BE ILLUMINATED AT ALL TIMES. (CFC §1006) 4 �1 EGRESS LEGEND PATH TRAVEL DIST. A 24 FT. B 59 FT. c 125 FT. D 164 FT. E 154 FT, F 95 FT. G 241 FT. H 162 FT. J 149 FT. is 180 FT. L 102 FT. m 75 FT. H 60 Ff. P 57 FT. Q 1 171 FT. R 203 FT. S 150 FT. T 175 FT. u 225 FT. r7T-T- 267 FT. — — - DENOTES PATH OF TRAVEL - DENOTES ILLUMINATED EXIT SIGN 5 6; i 8 \g \ 38'-0 4'-0' 54'-o' 20-0 20-0" c 20-0° 20 0" E 1 26 — — F� 22-0" 22-0" EST. 1985 SEIZMIC 'NGINEERING, INC. 1130 E. Cypress St. DRAWN BY: M.V. / R.F. DATE: 08/05/19 LAST REV. BY: REV. DATE: TYPE: APRVD BY: SAl E. FATEEN REVIEWED FOR CODE COMPLIANCE APPROVED SEP 112019 `B. FAT6 SP DF NASq �� City of Tukwila BUILDING DIVISION y b� #29558 wr c� 'sSlnx,.. oCYG '= RECFIVEn DESCRIPTION: CITY OF T tit vVILA LAYOUT AUG 23 2019 & EGRESS PLAN PERMIT CE14TER DRAWING NUMBER: 19-2063-1 NOTES: Q 11 GA ° 1. DESIGNED PER SECTION 2209 OF THE 2015 IBC. Fa=1.0&Ss=1.423 SEISMIC DESIGN CATEGORY: D = p 1 2. STORAGE CAPACITY: SEE ELEVATIONS. -� .I 3 25/32"� 3. STEEL: ASTM Al011 FOR SHAPE Fy = 50,000 PSI GRADE 50. J m 1 4. ALL BOLTS: A307 (UNLESS OTHERWISE NOTED). J ATTACH TO COLUMN STEELTUBE Y rn 4 A 2 S. ANCHORS: DEWALTPDWER-STUD+ SD2. co W/5/16"0 BOLTS CRIMPED 0 m 3 112" j 3/8°0 6. ANCHORS SHALL BE INSTALLED PER ICC #ESR-2502. (� d i 3j8" 8 ANCHOR 7. CONCRETE: G THICK x 2,500 0 P Z 8. SOIL BEARING PRESSURE: 500 PSF. Ll,l W g SLAB ON 2 3/8" NpMINAL EMBED. 9. THE MAXIMUM TOP TO BOTTOM OUT -OF -PLUMB RATIO AND OUT -OF- GRADEPLE « PER 10 ® 7/16' ^ FEET OF HEIGHT). T.CCO COLUMN WHOSE OUT -OF -PLUMB RATIO OR OUT- pa, m F- 14 GA, - ` °`. OF STRAIGHT RATIO EXCEEDS THIS LIMIT SHALL BE UNLOADED AND d d 3 9 32" _ _ - + °a. ' < RE -PLUMBED. ANY DAMAGED PARTS MUST BE REPAIRED OR REPLACED. M e a ,.a 19 2^ a ' ° ° ' . e ..:. 10. THE OWNER SHALL MAINTAIN THE STRUCTURAL INTEGRITY OF THE IV --- + y ' . " ° o- RACK SYSTEM BY ASSURING PROPER OPERATIONAL, HOUSE KEEPING, w Q 6 1(2" 01 1/4" m 11132"0 x AND MAINTENANCE PROCEDURES, BUT NOT LIMITED TO, a � 4 9t16"SLOTS SOIL - 20 GA. THE A) PROHIBIT ANY. HOVER LOADING OF ANY PALLET POSITIONS AND OF THE ® OVERALL RACK SYSTEM. 1/2"0 (2) ANCHORS REQ'D PER BASE PLATE B) REGULARLY INSPECT FOR DAMAGE. IF DAMAGE IS FOUND, IMMEDIATELY UNLOAD THE AFFECTED AREA AND REPLACE OR + REPAIR ANY DAMAGED COLUMNS, BEAMS, OR OTHER STRUCTURAL 19 32" COMPONENTS. ATTACH W/ 5/16" 0 BOLTS C) REQUIRE ALL PALLETS TO BE MAINTAINED IN GOOD, SAFE OPERATING 21/3Z' 17/32" 17/32" CONDITION. D) ENSURE THAT PALLETS ARE PROPERLY PLACED ONTO PALLET LOAD -A TYPICAL BRACE TO COLUMN CONNECTION 1 COLUMN 2 BASE PLATE 31 ANCHOR 4 HORIZONTAL & DIAGONAL BRACE SUPPORT MEMBERS IN PROPERLY STACKED AND STABLE POSITION. E) REQUIRE THAT ALL GOODS STORED ON EACH PALLET TO BE PROPERLY STACKED AND STABLE. F) PROHIBIT DOUBLE STACKING OF ANY PALLET POSITION, INCLUDING V-B THE TOP MOST POSITION, UNLESS THE RACK SYSTEM IS SPECIFICALLY DESIGNED FOR SUCH LOADING. V 11/16" 1 3/4" G) ENSURE THAT THE RACKS ARE NOT MODIFIED OR REARRANGED IN A 6 7/ MANNER NOT WITHIN THE ORIGINAL DESIGN CONFIGURATIONS. o1 31/32" 5 5 o O L2_IGq O1 31/32°4 1/4"O7 2 (32" 4<a s �J �1 1 311 1 tI 5 6 V-A 0 11 GA.4 .-1 7/8"4 z O 4 a U 1 2 3 O 6 CONNECTOR B, -B TYPICAL BEAM TO COLUMN CONNECTION 5 BEAM GENERAL CONFIGURATION m 0 TYPE A (OVER PALLET RACK) TYPE C (OVER PALLET RACK FOR CASES) TYPE E (OVER PALLET RACK) d d a Q TYPE B (OVER PALLET RACK W/ NON INVENTORY) TYPE D (OVER PALLET RACK W/ NON INVENTORY) TYPE F (OVER PALLET RACK W/ NON INVENTORY) SEI1-+- ZMIC �I T 7 7 7 EST. 1985 SEIZMIC ENGINEERING, INC. 1130 E. Cypress St. Covina, California 2,500# 91724 Tel.(909) 69-0989 L-ATE M.V. / R.F. 081-5/19 29 17/32" 3"3 3 " N.T.S.2 800# 3,500# 3,500# LE. FATEEN 15 14" 9„ 9« 2" 9« y« 3,500# 3)" 15 /4" REVIEWED FOR 3,500# CODE COMPLIANCE tiS. FA 7, 6)' 2 " 15 /4" - APPROVED gP ON wasHi�c� 3,500# SEP 112019 rz 3)" `.P N. #29558 2 17 2 /32" �F RF0100 W 1 BUILDING DIof VISION .m SION �SSfONAL 3 EXPIRES 04-12-2020 FRONT VIEW FRONT VIEW FRONT VIEW SIDE VIEW nECEIVEn DESCRIPTION: CITY OF TUKWILA STORAGE 19RACK .I AUG 23 2019 DETAILS PERMIT CENTER DRAWING NUMBER: STORAGE RACK ELEVATIONS 19-2063-A 19132"�—VARIES—� 9 73 GA 131& 314"�j' 6 g 3/16, 3/16" I mI I I i iO ii 2 1(16" 115/32 13132" /3 "1 . 1 7/, 44 3/16' 1 3 32^+}+} 11/32" � m 11 /16"II 13 � 221/32" m 5 /8" I !I 5316" 5 18" I4i/T 1 8 31 /16. 118" 718^ O 0 6 /4" V Q 5 3 16° + + I I 12 GA. 231811---j r115/16. -VARIES 2 4 5 3 1 UPRIGHT 2 UPRIGHT LEVELER '31, BASE 41 ANCHOR BRACKET GENERAL CONFIGURATION I I 1 3 * * � 13(16" 25(32" 1 31 /32" �� 24 GA.)4"� 4 i 4 o NUMBER OF HAT SECTIONS VARY DEPENDING ON DEPTH 1 31/32" M8THRU-BOLT 3/8" 0 ANCHOR SLAB ON 2 3/8" NOMINAL EMBED. * * * PLAN VIEW (DOUBLE SIDED) 71hV _ 3151t6" O ------ 16 GA 13/16" 119132" 1 31/32° --, VARI S -•- 81/4 131i32" O GRADE ,4 .. /EXISTING WALL p 7B 16.5" &24"ARM . V RI S -- 1 31/32" t2 * * M8 BOLT 1" 22 GA. SOIL PLAN VIEW (SINGLE SIDED) 9 0 0 0 2 �— c 1 $18, 11(32" of -DENOTES ANCHORING LOCATION 2 /8" t 31/32" �� 15l32" tt (7) ANCHOR REO'D PER ANCHOR BRACKET M8 INSERT DEO P O� 51 ANCHOR 6 HORIZONTAL BRACE 7A 12" ARM L81 TYPICAL SHELF 9 BACK PANEL TYPE 12-G1 TYPE 16.5-131 TYPE 24-G1 TYPE 12-G3 TYPE 16.5-G3 TYPE 24-133 NOTES: 7. DESIGNED PER SECTION 1613 OF THE 2015 (6C. (ALL SUBCATEGORIES) (ALL SUBCATEGORIES) (ALL SUBCATEGORIES) (CHILLED 01, 02 & 03) (CHILLED 01, 02 & 03) (CHILLED 01, 02 & 03) F8 = 1.0 & Ss = 1.423 (100# PER SHELF) (100# PER SHELF) (100# PER SHELF) (100# PER SHELF) (100# PER SHELF) (100# PER SHELF) SEISMIC DESIGN CATEGORY: D 2. STORAGE CAPACITY: SEE ELEVATIONS. V. 12" z 161/2"" i6 1/2" 24 4' 12'2 161/2" .k-761/2 24' 4 3. STEEL: ASTM Al011 FOR SHAPE Fy = 50,000 PSI GRADE 50. 4. ALL BOLTS: (UNLESS OTHERWISE NOTED). � 5. ANCHORS: DEWEWALT POWER -STUD+ SD2. 6. ANCHORS SHALL BE INSTALLED PER ICC #ESR-2502. 7�1 7. CONCRETE: 5" THICK x 2,500 PSI. 8. SOIL BEARING PRES RE: 500 PSF. " 1 1 " 14" 14" ia° ia" SPECTION FOR STORAGE RACKS r�q 9 82 /8^ i " " (OVER 8 FEET) 11.7) Periodic special inspection is 1 1" 11 112" 1 ng the anchorage of storage racks 8 feet or greater in height in structures assigned to t Y 1 „ Seismic Design Category D, E or F. and 1"711; TABLE 1705.3 (#4) Inspection of anchors post. 7 !8" 6 12" 6 1/2" 6 1/2" 6 7/2" 6 installed in hardened concrete members. FRONT VIEW SIDE VIEW SIDE VIEW SIDE VIEW SIDE VIEW SIDE VIEW SIDE VIEW TYPE 24-G5 TYPE 24-137 (AMBIENT 06) (AMBIENT 01 & 01B) (100# PER SHELF) (100# PER SHELF) 1 'k 2424Mop tOZ79 g " 82 /8" 7 , 1 " 1 REVIEWED FOR 401 CODE COMPLIANCE APPROVED PECEIVEn SEP-11 2019 CITY OF i-i WNILA 1" 7„ 7 /a" s 1 /r' s 1)r' City of Tukwila " AUG232019 FRONT VIEW SIDE VIEW SIDE VIEW 10N BUILDING DMS- PERMIT CENTER GONDOLA ELEVATIONS SEII� ZMIC LEST. 1985 SEIZMIC INEERING. INC. DATE: 08/05/19 LAST REV. BY: REV. DATE: TYPE: SCALE: N.T.S. APRVD BY. SALE FATEEN ti B. FA WASy� ew C� cv ;f29558 one, ReGIST0F'O �s70NALG EXPIRES 04-12-2020 DESCRIPTION: GONDOLA SHELVING DETAILS DRAWING NUMBER: 19-2063-B EXISTINGWIMING NOT INSCOP X/ BUILDINGi�/ / ......// EXISTING 1 NOTINSCOPE/ 1 1 * ,,TE-P-LAN REF: BOLLPRO FlLL With CONCRETE PLACE RNISHED SURFACE TIGHT' To BoIlAED EXIBRNG CQNC SLAB I-VNEWWD ETER FOCTING 0=• - M -- I 1:1 ilk I W-11"atelA 916111111:111:1 W-Allk ----SSCA EXISTIMCAROPYTO—WN 4 1 ENLARGED SITE PLAN jv-lv� FEE G.1 I 1 ISSUED FOR PERMIT 62300960 w.7.m—m REVIEWED FOR COD E COMPLIANCE OMPLIANCE APPROVED SEP 112019 City of Tukwila BUILDINGS DIVISION CITY OF TUI-WILA AUG 23 2019 UWA;TUKML', WA PERMIT CENTER —183;7AN , PARK, ,G6, SEArnf WA 98288 6(29/2 A. 02.1 was aW US. w. 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